Loading...
HomeMy WebLinkAboutMP-21-02A - Supplemental - 3070 Williston Road (5) 40 IDX Drive Building 100, Suite 200 South Burlington, VT 05403-7771 P 802.497.6100 To: Art Klugo, BETA Date: January 17, 2022 Project #: 58568.00 From: David Saladino, PE Karen Sentoff Re: BETA Campus Master Plan Traffic Impact Study VHB has completed a Traffic Impact Study (TIS) for the proposed BETA Campus Plan located in the southeast corner of the Burlington International Airport grounds in South Burlington, Vermont. The development program for the BETA campus includes the construction of an approximately 285,000 square foot manufacturing facility, a 25,000 square foot training facility, a 75 student Daycare Center, and a 37,800 square foot commercial building with retail and office space. The main access and egress to the project site is provided via a proposed new site driveway on US 2 (Williston Road) east of Valley Road, with secondary access for trucks provided via Aviation Avenue. This Traffic Impact Study includes the following elements: • A description of the existing roadway network in the vicinity of the site; • A summary of crash data within the study area; • Identification of any major permitted developments in the project vicinity; • A description of the proposed development program; • A trip generation estimate for the proposed development program; • An evaluation of the allowed trips per the land area of the proposed site; • An evaluation of traffic operations during weekday morning and evening peak hours for 2022 and 2027 at the intersections of US 2 (Williston Road) with the proposed site driveway, US 2 (Williston Road) / Industrial Avenue, US 2 (Williston Road) / US 2 (Williston Road) with Shunpike Road and Valley Road, US 2 (Williston Road) and Aviation Avenue, US 2 (Williston Road) / Kennedy Drive / Airport Drive, Kennedy Drive / Kimball Avenue, US 2 (Williston Road) / VT 116 (Hinesburg Road) / Patchen Road; and, • Conclusions and recommendations to support the project. EXISTING CONDITIONS The proposed project site is located on the southeast edge of the Burlington International Airport grounds in South Burlington, Vermont. Primary access to the adjacent roadway network will be provided via a proposed site driveway onto US 2 (Williston Road) directly south of the site and east of Valley Road, with truck access provided via Aviation Avenue. The location of the site in relation to the local roadway network is shown in Figure 1 on the following page. Ref: 58568.00 January 17, 2022 Page 2 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Figure 1: Site Location Map Roadway and Intersection Characteristics US 2 (Williston Road) is classified as a major arterial in the project vicinity and carries approximately 13,900 vehicles per day between Airport Drive / Kennedy Drive and the South Burlington/Williston town line.1 The segment of US 2 in the vicinity of the proposed site driveway has a posted speed limit of 40 mph with a two-lane cross-section and striped bicycle lanes in each direction. West of the proposed site driveway near Millham Court, US 2 transitions to a 35-mph speed limit and a three-lane cross-section with one through vehicle travel lane in each direction, a shared two-way left turn lane, and bikes lanes in each direction. US 2 also serves as a primary transit corridor through this area, with existing Green Mountain Transit Red line stops at Shunpike Road / Valley Road and Aviation Avenue in proximity to the project site. 1 2018 AADT based on 2017 count at Site Location ID D036 and accessed via the VTrans Transportation Data Management System. Ref: 58568.00 January 17, 2022 Page 3 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx US 2 at Shunpike Road and Valley Road (unsignalized): US 2 intersects with Shunpike Road and Valley Road at an unsignalized, two-way stop-controlled intersection located approximately 340 feet west of the proposed site driveway. At this intersection, US 2 has a single through lane in each direction and the two minor legs of the intersection meet US 2 at a slight offset. Shunpike Road connects to Kimball Avenue and provides access to a residential area while Valley Road provides access to a small commercial area. The northbound and southbound approaches to the intersection are single lane and stop-controlled. Bicycle lanes are designated in both the eastbound and westbound directions along US 2. Shunpike Road has a sidewalk on the west side of the road which connects to the sidewalk on the south side of US 2 west of Shunpike Road. US 2 at Aviation Avenue (unsignalized): US 2 intersects with Aviation Avenue at an unsignalized intersection less than ½ of a mile west of the proposed driveway location. At this intersection, US 2 has a posted speed limit of 35 mph and has a single travel lane in each direction and a two-way center left-turn lane (which provides a left turn lane for eastbound US 2 vehicles turning into Aviation Avenue). The Aviation Avenue approach is stop-controlled with approximately 200-foot dedicated right and left turn lanes and a single northbound departure lane separated by a 200 foot long raised median. The posted speed limit on Aviation Avenue is 25 mph. A crosswalk is present across Aviation Avenue approximately 40 feet north of the stop bar. No crosswalks are present across US 2. Sidewalks are present along the west side of Aviation Avenue and the north side of US 2. A section of sidewalk is present along the south side of US 2 in front of the Ace Hardware. The eastbound and westbound bike lanes on US 2 continue through this intersection. Trucks traveling to and from the BETA facility will be directed to use Aviation Avenue and Eagle Drive to access the site. Figure 2 below shows that vehicle turning paths for a WB-67 design vehicle (i.e. articulated tractor- trailer with 53’ trailer) can be accommodated within the existing intersection geometry. Figure 2. Turning Paths for WB-67 Design Vehicle Ref: 58568.00 January 17, 2022 Page 4 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx US 2 at Industrial Avenue and Williston Road (signalized): US 2 intersects with Industrial Avenue at a signalized intersection 0.5 miles east of the proposed site driveway. Improvements to the intersection (currently under construction) include realignment to straighten the Williston Road through movements with an exclusive left turn lane for vehicles traveling east on Williston Road turning left onto Industrial Avenue. The southbound approach will be consistent with the previous configuration, providing dedicated lanes for those turning left or right onto Williston Road. The westbound traffic will continue to be served by a single approach lane. The posted speed limit on Williston Road is 40 mph and 30 mph on Industrial Avenue. No sidewalks or crosswalks are provided at the intersection. Consistent with the previous configuration, bike lanes are provided on both sides of Williston Road with bike crossing markings across the Industrial Avenue leg of the intersection to indicate the presence of the westbound cyclists. US 2 at Gregory Drive and Williston Road (unsignalized): US 2 intersects Gregory Drive at an unsignalized intersection less than two-tenths of a mile east of the proposed driveway location. At this intersection, US 2 has a posted speed limit of 40 mph and has a single travel lane in each direction and a dedicated left-turn lane on the eastbound and westbound approaches on US 2 (providing a left turn lane for westbound US 2 vehicles turning into Gregory Drive, and eastbound US 2 vehicles turning into Palmer Court). The Gregory Drive approach is stop-controlled with a single approach lane. No sidewalks or crosswalks are present. The eastbound and westbound bike lanes on US 2 continue through the intersection with markings indicating their presence. US 2 at Kennedy Drive and Airport Drive (signalized): US 2 intersects with Kennedy Drive and Airport Drive at a signalized intersection to the west of the proposed development site. The US 2 legs of the intersection to the east and west have three approach lanes with a dedicated left turn lane, through lane, and through/right lane. There are two departure lanes on each leg that converge to a single lane shortly downstream of the intersection. The south leg of the intersection, Kennedy Drive, is a median-divided facility with three approach lanes (left turn, thru, and right turn lanes). The north leg of the intersection, Airport Drive, provides access to Burlington International Airport with three approach lanes (left and right turn lanes and a through lane). The current traffic signal phasing runs with a protected leading left turn phase followed by concurrent phasing for through and right movements with permitted lefts on all approaches. The north, south, and west legs of the intersection have crosswalks and pedestrian pushbuttons to provide access to the sidewalks that flank both sides of US 2, the west side of Airport Drive, and the east side of Kennedy Drive. Kennedy Drive has a shared use path on the west side of the corridor. Kennedy Drive and Kimball Avenue (signalized): Kennedy Drive intersects Kimball Avenue and Bayberry Lane just south of the US 2 / Williston Road intersection. Kimball Avenue parallels Williston Road starting at the intersection with Kennedy Drive in South Burlington and connecting to Marshall Avenue and points east in Williston. The intersection with Kennedy Drive is signalized. Two through lanes and dedicated left turn lanes on the Kennedy Drive approaches facilitate north-south traffic. The Kimball Avenue approach has a single through-right lane and a dedicated left turn lane. The Bayberry Lane approach is a single lane. Kennedy Drive and Kimball Avenue have posted speed limits of 40 mph. Pedestrian crossings with push buttons and signal heads are provided across all four legs of the intersection. US 2 at VT 116 and Patchen Road (signalized): Hinesburg Road (VT 116) and Patchen Road intersects Williston Road (US 2) in South Burlington approximately nine-tenths of a mile west of its intersection with Kennedy Drive. The connection at this location provides access to the airport and Winooski to the north via Patchen Road and connection to Kennedy Drive and points south of I-89 in South Burlington and beyond via VT 116 to the south. Two approach Ref: 58568.00 January 17, 2022 Page 5 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx lanes facilitate traffic on all four legs of the intersection. In the north and south directions, these lanes include shared through and right lanes with dedicated left turn lanes. Eastbound the lanes are configured as through and shared through and right lanes, with left turns prohibited. Westbound the lanes are configured as through and shared through and left lanes. Both Williston Road and Hinesburg Road have a posted speed limit of 35 mph while Patchen Road has a posted speed limit of 25 mph. There are crosswalks with pedestrian push buttons and signal heads across all four legs of the intersection. Crash Data A review of VTrans’ most recent High Crash Location (HCL) Report (2015-2019) revealed that the nearest high crash locations to the study area include the segment of US 2 Williston Road just west of the Kennedy Drive / Airport Drive intersection and Industrial Avenue just east of the US 2 Williston Road intersection.2 The VTrans Public Crash Data Query Tool3 was reviewed to further investigate reported crashes occurring over the most recent 5-year period in the vicinity of the project. Table 1 summarizes the crashes occurring along roadway segments within the project area and at the study area intersections. The most prominent collision types on US 2 both east and west of the proposed site driveway are rear end crashes, likely resulting from turning movements into and out of the numerous curb cuts along this section of Williston Road. At the Kennedy Drive / Airport Drive intersection, there were 35 crashes in the five-year review period with the most common collision types being same-direction sideswipes and rear-end crashes. 2 VTrans, High Crash Location Report 2012-2016. 3 VTrans, Crash Data Query Tool, http://apps.vtrans.vermont.gov/CrashPublicQueryTool/ Ref: 58568.00 January 17, 2022 Page 6 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Table 1. Crash Data for Study Area Segments and Intersections PROPOSED DEVELOPMENT PROGRAM The proposed development program for the BETA campus includes the construction of an approximately 285,000 square foot manufacturing facility, a 25,000 square foot training facility, a 75 student daycare center, and a 37,800 square foot commercial building with retail and office space. Access and egress to the project site will be provided primarily via a new site driveway to the south of the site, connecting with US 2 (Williston Road) east of Valley Road. The preliminary site plan below (Figure 3) shows the proposed site plan in addition to the internal circulation and access from US 2 via the new site driveway. The US 2/Site Driveway will be signalized with a dedicated left turn lane in the eastbound direction and dedicated left and right turn lanes exiting the site. This site driveway will provide the primary access and egress to the site. Secondary access and egress to US 2 will be provided via Eagle Drive and Aviation Avenue. This indirect connection to the broader roadway network will accommodate truck deliveries to and from the site. For the purposes of this analysis, anticipated truck trips were assigned to the Aviation Avenue access whereas the new site driveway is anticipated to provide access for all other trips to and from the site. US 2 Williston Road Kennedy Drive to Proposed Site Driveway US 2 Williston Road Proposed Site Driveway to Industrial Avenue US 2 Williston Road at Kennedy Drive / Airport Drive US 2 Williston Road at Shunpike Road / Valley Road type Segment Segment Intersection Number of 5 year mapped crashes (2015-2019)20 8 35 4 Property Damage Only 100%88%77%100% Injury 0%13%23%0% Rear End (45%)Rear End (38%)Same Direction Sideswipe (26%)Rear End (25%) Single Vehicle Crash (10%)Left Turn and Thru, Angle Broadside (13%)Rear End (20%)Left Turn and Thru, Angle Broadside (25%) Left Turn and Thru, Same Direction Sideswipe/Angle Crash (5%) Left Turn and Thru, Same Direction Sideswipe/Angle Crash (13%) Left Turn and Thru, Angle Broadside (14%) Right Turn and Thru, Angle Broadside (25%) Same Direction Sideswipe (5%)Head on (13%)No Turns, Thru moves only, Broadside (9%)Other / Missing / Unknown (25%) Other / Missing / Unknown (35%)Single Vehicle Crash (13%)Left Turn and Thru, Head On (3%) Other / Missing / Unknown (13%)Head on (3%) Other / Missing / Unknown (26%) Dry 50%38%69%75% Wet 15%0%9%25% Snow, Slush, Ice 20%63%3%0% Other/Unknown 15%0%20%0% Study Area Segments Crash Types Surface Condition Collision Types Study Area Intersection Ref: 58568.00 January 17, 2022 Page 7 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Figure 3: BETA Facility Site Plan In addition to vehicular access and egress, it is anticipated that many trips to and from the site each day will be made via other modes of transportation, including walking, biking, and public transit. Transportation Demand Management strategies are planned for the anticipated workforce to encourage commuters and visitors to utilize alternative modes of transportation to and from the site. As such, the plans for on-site circulation are intended to facilitate these trips. Pedestrian walks are planned for the building side of each parking bay. Landscaped islands with planted topographic landforms divide the parking bays and discourage short cuts. Collector walks will act to funnel pedestrians laterally Ref: 58568.00 January 17, 2022 Page 8 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx across the site to one of three building entries. A large main walk is intended to connect all the collector walks and direct visitors and staff to the central main entrance. Secondary entry walks will lead to either the northwestern employee entrance or the southeastern employee entrance. Both entrances will have indoor bike parking and will be graded to be fully accessible. In addition, there will be both a sidewalk and a multi-use recreation path leading from Williston Road to the main building entrance and further into the site to a field for viewing airplanes taking off and potentially connect to future recreation paths. A recreation path is planned that will connect the other BETA facilities and airport facilities in general to this site. Significant bike parking is planned for the building including at the main entrance with short-term spaces and additional long-term covered spaces will be available within the building. A large pedestrian plaza accommodates arrival, gathering, circulation and waiting space directly outside of the main building entrance. The additional on-site sidewalks and paths will support connectivity between the existing Green Mountain Transit (GMT) bus stops located proximate to the Valley Road/Shunpike Road intersection, the proposed GMT shelter adjacent to the new BETA site driveway, and the BETA manufacturing facility. SIGHT DISTANCE Stopping sight distance is the distance required for a vehicle, traveling at the design speed, to stop before reaching a stationary object in its path, such as a stopped vehicle. The provision of adequate stopping sight distance is critical for safe operations. The 2018 Policy on Geometric Design of Highways and Streets (the “Green Book”) states that, “[i]f the available sight distance for an entering or crossing vehicle is at least equal to the appropriate stopping sight distance for the major road, then drivers have sufficient sight distance to anticipate and avoid collisions.” 4 Along Williston Road, which has a posted speed limit of 40 mph adjacent to the proposed site drive, the minimum stopping sight distance required per the AASHTO Green Book is 305 feet. VHB measured stopping sight distances in the field along US 2 approaching the proposed site driveway from the east and west. A vehicle traveling along US 2 at the posted speed of 40 mph approaching from the east has a stopping sight distance of approximately 400’ to the proposed site driveway. A vehicle approaching from the west along US 2 has a stopping sight distance of approximately 730’. Therefore, the minimum stopping sight distances are met in both directions along US 2 at the proposed site driveway. Stopping sight distances at the site driveway intersection were also evaluated based on the vertical profile of US 2. As shown in Figure 4, stopping sight distance standards along Williston Road are met with respect to the back of the anticipated queue. When considering the vertical curvature, the required stopping sight distances vary slightly according to AASHTO depending on location due to changes in grade, as noted in Figure 4. Further, the visibility of the signal heads meets AASHTO standards as depicted in the diagram. Although standards are met despite the vertical curve, a signal ahead sign may be considered in this location. 4 A Policy on Geometric Design of Highways and Streets, 7th Edition, AASHTO, 2018 Ref: 58568.00 January 17, 2022 Page 9 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Figure 4: Sight Distance for Vehicle Approach Site Driveway from East TRAFFIC NETWORKS The weekday AM and PM commuter peak periods were selected for analysis purposes as they represent the peak conditions for both the site-generated traffic and the adjacent street system. Existing Data A turning movement count was conducted at the existing intersection of Valley Road and Shunpike Road on May 27, 2021 for the PM peak hour of 4:30 to 5:30 PM and on May 28, 2021 for the AM peak hour of 7:30 to 8:30 AM. The turning movement counts indicated that the existing four-way intersection serves 1,264 vehicles in the AM peak hour and 1,542 in the PM peak hour. VHB collected turning movement count data on Wednesday, February 3, 2021 for the intersection of US 2 at Aviation Avenue during the weekday AM peak period 7:00 to 9:00 AM and the weekday PM peak period 4:00 to 6:00 PM. The Ref: 58568.00 January 17, 2022 Page 10 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx counts indicated that the AM peak hour occurred from 7:45 to 8:45 AM when 1,144 vehicles entered the intersection and the PM peak hour occurred from 4:00 to 5:00 PM when 1,298 vehicles entered the intersection. Intersection turning movement count data was gathered from the VTrans Transportation Data Management System for the US 2 / Airport Drive / Kennedy Drive intersection. VTrans data, collected on July 2 and 3, 2018, indicated that the weekday AM peak hour occurred from 7:45 to 8:45 AM when 2,124 vehicles entered the intersection and from 4:00 to 5:00 PM when 2,364 vehicles entered the intersection. VHB collected turning movement count data on Wednesday, January 12, 2022 and Thursday, January 13, 2022 for the intersection of US 2 at Gregory Drive during the weekday AM peak period from 7:00 to 9:00 AM and the weekday PM peak period from 4:00 to 6:00 PM. The counts indicated that the AM peak hour occurred from 7:15 to 8:15 AM when 1,314 vehicles entered the intersection and the PM peak hour occurred from 4:14 to 5:15 PM when 1,472 vehicles entered the intersection. Intersection turning movement count data was gathered from the VTrans Transportation Data Management System for the US 2 Williston Road / Industrial Avenue intersection. VTrans data, collected on June 15 and 16, 2017 indicated that the weekday AM peak hour occurred from 7:30 AM to 8:30 AM when 1,532 vehicles entered the intersection and from 4:30 to 5:30 PM when 1,843 vehicles entered the intersection. To account for recent volume fluctuations due to the COVID-19 pandemic, the 2021 and 2022 traffic volumes collected at the US 2 / Valley Road / Shunpike Road, US 2 / Aviation Avenue, and US 2 / Gregory Drive intersections were added to the network and adjusted and balanced based on the 2018 traffic volume data from the US 2 / Airport Drive / Kennedy Drive intersection. This adjustment resulted in a 24% and 4% increase in traffic volumes at Shunpike Road / Valley Road, a 31% and 21% increase in traffic volumes at Aviation Avenue, and a 33% and 16% increase in traffic volumes at Gregory Drive to represent a pre-COVID condition during the weekday AM and PM peak hours, respectively. The US 2 / Hinesburg Road and Kennedy Drive / Kimball Avenue intersections were similarly added to the network and balanced to the US 2 / Kennedy Drive intersection, resulting in no adjustment to the intersection volumes with the exception of a 3% increase to Kennedy Drive / Kimball Avenue in the PM peak hour. Copies of the traffic volume count data are provided in the Appendix. Adjustments to Existing Data Since it is impractical to design for the highest volume encountered during the year, VTrans Traffic Impact Study guidelines recommend a compromise between capacity and cost. Design Hourly Volume (DHV) criteria allow roads to be designed for the 30th highest hourly volume of the year. Traffic count data at a VTrans short-term traffic count station on US 2 east of Gregory Drive was used to calculate a DHV adjustment factor of 1.00 for the study intersections5. Detailed calculations for the DHV adjustments are provided in the Appendix. 5 Count Station D036, located on US 2 just east of Gregory Drive, had an AADT of 13,921 vehicles per day in 2017. Using the AADT and the 2020 VTrans Redbook DHV Chart, the estimated DHV for the corridor was 1506 vehicles per hour. Ref: 58568.00 January 17, 2022 Page 11 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Background Traffic Growth To evaluate the impact of the proposed development within the study area, weekday AM and PM peak hour traffic volumes were projected to the design year (2022) and a 5-year forecast horizon year (2027). Background traffic growth is a function of expected land development in the region. To predict a rate at which traffic can be expected to grow during the forecast period, historical traffic growth was examined. The regression analysis chart in the 2020 VTrans Redbook suggests a background adjustment rate of 1.03 to project traffic volumes from 2022 to 2027. Traffic from Other Developments Traffic associated with area projects that have undergone permitting but may not be fully occupied was included in the No Build traffic networks. Based on discussions with South Burlington’s Planning and Zoning Department staff, traffic generated by the following projects was included in the No Build traffic network: • O’Brien Farm: The O’Brien Farm project is a multi-phase mixed-use development located between Kimball Avenue, Old Farm Road, and Kennedy Drive in South Burlington. Based on discussions with South Burlington Planning and Zoning staff, trip generation from the following development phases has been included in the background traffic network: o Hillside (Phases 1 & 2): Includes the full Hillside phase of development located along O’Brien Farm Road and Two Brothers Drive. o Eastview (Residential Only): Includes the residential component of the Eastview phase of development (135 single family homes and duplexes), which is located along both sides of Old Farm Road south of Kimball Avenue. Anticipated AM and PM peak hour trips were obtained from the Traffic Impact Studies completed by Lamoureux & Dickinson for each of these developments and distributed through the study area network. • FedEx Ground Distribution Center: The FedEx Ground Distribution Center is currently under construction and located between I-89 and Community Drive in Technology Park in South Burlington. Anticipated AM and PM peak hour trips were obtained from the September 2019 Traffic Impact Study completed by VHB and distributed through the study area network. • Booska Movers Building: The Booska Movers Building is a proposed 25,560 SF commercial building with an anticipated 10 office employees and 25 field employees which is currently under construction at 410 Meadowland Drive. Anticipated AM and PM peak hour trips were estimated using rates in the 10th Edition of the ITE Trip Generation Manual6 for Land Use Code (UC) 150 Warehousing for 35 employees. The site- generated trips were then distributed through the study area network. 6 Trip Generation Manual, 10th Edition, Institute of Transportation Engineers, Washington D.C., 2017. Ref: 58568.00 January 17, 2022 Page 12 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Trips associated with each project were calculated and distributed to the study area roadways as shown in Figure 5. Figure 5: Trips Generated by Other Developments No Build Traffic Network The 2022 and 2027 No Build traffic volumes were developed by applying the growth factors from the VTrans regression analysis chart to DHV-adjusted peak hour traffic volumes and adding traffic associated with the other developments currently being permitted in the area. The 2022 and 2027 No Build traffic volume networks can be found in Figure 6 and Figure 7 below. Ref: 58568.00 January 17, 2022 Page 13 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Figure 6: 2022 No Build Traffic Volumes Ref: 58568.00 January 17, 2022 Page 14 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Figure 7: 2027 No Build Traffic Volumes TRIP GENERATION Trip generation estimates for the proposed development were calculated based on rates published by the Institute of Transportation Engineers (ITE) Trip Generation Manual 11th Edition7 for the weekday AM and PM peak hours for specific land use codes (LUC) and are summarized in Table 2 below. ITE Land Use Code 140 (Manufacturing), 710 (General Office), 22 (General Aviation) and 180 (Specialty Trade Contractor) for the training facility, 565 (Day Care Center), and 820 (Shopping Center) were applied to estimate the trips per unit (employee, students, or gross floor area). The applicant anticipates that at full occupancy, the campus will house approximately 225 manufacturing employees and 250 office employees during the first and second shifts. In addition, an onsite training facility is anticipated to have 15 employees in hangar space for BETA and general use maintenance as well as 25,000 square feet supporting training activities. A commercial building with approximately 18,900 square feet of retail and 18,900 square feet of office space is proposed along the Williston Road frontage of the campus. In addition, an employer-based daycare center supporting 75 students from BETA employees’ families is anticipated on the campus. As such, estimates of internal capture for those trips associated with the daycare were 7 Trip Generation Manual, 11th Edition, Institute of Transportation Engineers, Washington D.C., 2021. Ref: 58568.00 January 17, 2022 Page 15 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx assumed to be represented primarily by other land uses for the campus. Calculations supporting the proposed trip generation estimates for the project are provided in the Appendix. Table 2: Trip Generation Summary The new site-generated trips were distributed onto the adjacent street network based on existing traffic patterns. The anticipated distribution of the site-generated trips at the proposed site driveway reflects the average observed traffic distribution at the US 2/Aviation Avenue intersection, where approximately 75% of trips travelled to or from the west and 25% were traveling to or from the east. To evaluate the impacts associated with new truck trips accessing the site via Aviation Avenue, estimates of site- generated truck trips were developed based on the time-of-day distributions for each of the proposed land uses as noted in the ITE Trip Generation Manual 11th Edition. The truck percentages for entering / exiting trips were evaluated for each of the uses and are summarized in the appendix. Based on the splits, it was estimated that the BETA facility would generate approximately 23 entering and 3 exiting truck trips during the AM peak hour and 8 entering and 15 exiting trips during the PM peak hour. The 26 AM peak hour and 24 PM peak hour truck trips were distributed to the surrounding transportation network via Aviation Avenue. The distribution of the new site generated trips is shown in Figure 8 below. ITE Trip Generation Manual, 11th Edition LU Code Use Size Units Enter Exit Enter Exit 710 Office 250 employees 77 16 18 73 140 Manufacturing 225 employees 67 24 33 51 22 General Aviation (BETA Maintenance and General Use)15 employees 12 12 13 11 180 Specialty Trade Contractor (Training Facility)25 ksf 31 11 15 33 565 Day Care Center 75 students 31 27 28 31 820 Shopping Center 18.9 ksf 90 55 82 88 710 Office 18.9 ksf 35 5 7 35 Subtotal 402 152 199 369 Employer Based Daycare Trips 27 27 28 28 Subtotal 374 124 172 341 TOTAL AM Peak Hour PM Peak Hour 499 513 Training Facility Commercial Building 2 Commercial Building 3 Manufacturing Facility Internal Capture Ref: 58568.00 January 17, 2022 Page 16 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Figure 8: Trip Generation Summary Ref: 58568.00 January 17, 2022 Page 17 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx BUILD TRAFFIC NETWORK Based on the anticipated trip distribution shown above, the new site-generated trips were added to the No Build peak hour traffic volumes to establish the Build traffic networks. The 2027 Build traffic volume network for the study intersections is shown in Figure 9. Figure 9: 2027 Build Peak Hour Traffic Volumes Ref: 58568.00 January 17, 2022 Page 18 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx TRAFFIC ANALYSES Intersection capacity analyses were performed for the study area intersections. Levels of service (LOS) were calculated based on the criteria published in the Highway Capacity Manual 6th Edition.8 Level of service is the term that defines the conditions that may occur on a given roadway or at an intersection when accommodating various traffic volume loads. Levels of service range from A to F with LOS A representing generally free flowing operating conditions and LOS F representing generally congested conditions as shown in Table 3. Table 3: LOS and Delay Thresholds The South Burlington Land Development Regulations identify minimum standards for overall level of service at signalized intersections at a LOS D during peak hours and level of service D or better for major street through movements at the site driveway. Additionally, the VTrans Level of Service Policy9 states that the Agency of Transportation’s policy is to design facilities to maintain an overall LOS C or better at signalized intersections through the design period. For two-way stop-controlled intersections, VTrans’ policy is to maintain LOS D or better for side street approaches through the design year. Unsignalized Intersection Capacity Analysis Table 4 summarizes the results of the capacity analysis for the unsignalized US 2 / Valley Road / Shunpike Road, US 2 / Aviation Avenue, and US 2 / Gregory Drive intersections during the 2022 and 2027 weekday AM and PM peak hours in the No Build and Build conditions. 8 Highway Capacity Manual, Sixth Edition: A Guide for Multimodal Mobility Analysis, Transportation Research Board, 2016. 9 Vermont Agency of Transportation Highway Design “Level of Service” Policy, VTrans, 2007 Signalized Intersection Unsignalized Intersection LOS A ≤ 10 0 - 10 B > 10 - 20 > 10 - 15 C > 20 - 35 > 15 - 25 D > 35 - 55 > 25 - 35 E > 55 - 80 > 35 - 50 F > 80 > 50 Delay (sec) Ref: 58568.00 January 17, 2022 Page 19 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Table 4: Unsignalized Capacity Summary In the 2027 No Build scenario at the US 2 / Valley Road / Shunpike Road intersection, the stop-controlled minor legs operate at LOS E/F conditions. With the addition of the proposed site driveway, removal of Valley Road, redistribution Peak Hour v/c+Delay*LOS**v/c+Delay*LOS**v/c+Delay*LOS**v/c+Delay*LOS** US 2, EB 0.05 9.5 A 0.05 9.6 A 0.05 9.6 A 0.05 9.7 A US 2, WB 0.01 9.3 A 0.01 9.9 A 0.01 9.5 A 0.01 10.1 B Shunpike Rd, NB 0.15 33.5 D 0.20 44.8 E 0.17 36.5 E 0.22 49.7 E Valley Rd, SB 0.22 48.1 E 0.25 53.2 F US 2, EB 0.01 9.4 A 0.01 9.9 A 0.01 9.6 A 0.01 10.1 B US 2, WB 0.01 9.4 A 0.01 9.6 A 0.01 9.6 A 0.01 9.7 A Shunpike Rd, NB 0.18 54.8 F 0.25 74.5 F 0.22 63.6 F 0.28 87.2 F Valley Rd, SB 0.24 36.1 E 0.29 43.7 E US 2, EBL 0.04 9.6 A 0.06 9.8 A 0.05 9.7 A 0.06 9.9 A Aviation Ave, SBL 0.04 43.4 E 0.12 67.6 F 0.05 47.5 E 0.13 76.2 F Aviation Ave, SBR 0.01 14.3 B 0.02 15.5 C 0.01 14.7 B 0.02 15.9 C US 2, EBL 0.02 9.8 A 0.03 10.4 B 0.02 10.0 B 0.03 10.7 B Aviation Ave, SBL 0.08 45.7 E 0.14 66.6 F 0.10 51.5 F 0.16 76.3 F Aviation Ave, SBR 0.09 16.6 C 0.14 20.4 C 0.10 17.4 C 0.16 21.7 C Gregory Dr, NB 0.46 46.0 E 0.60 71.0 F 0.53 55.7 F 0.66 81.6 F Williston Rd, EBL 0.02 9.4 A 0.03 9.8 A 0.02 9.5 A 0.03 9.9 A Williston Rd, WBL 0.22 10.2 B 0.23 10.4 B 0.23 10.4 B 0.24 10.5 B Palmer Ct, SB 0.13 69.1 F 0.15 86.4 F 0.14 75.4 F 0.17 88.2 F Gregory Dr, NB 0.52 31.3 D 0.62 43.4 E 0.56 35.0 E 0.66 47.8 E Williston Rd, EBL 0.01 9.5 A 0.02 9.7 A 0.01 9.6 A 0.02 9.7 A Williston Rd, WBL 0.04 9.3 A 0.04 9.6 A 0.04 9.4 A 0.04 9.7 A Palmer Ct, SB 0.19 50.4 F 0.24 64.4 F 0.21 54.0 F 0.26 70.8 F + Volume to Capacity Ratio* Delay (expressed in seconds per vehicle) ** Level of Service US 2 Williston Road and Valley Road / Shunpike Road AM Peak Hour PM Peak Hour Intersection 2022 No Build 2022 Build 2027 No Build 2027 Build US 2 Williston Road / Gregory Drive AM Peak Hour PM Peak Hour US 2 Williston Road / Aviation Avenue AM Peak Hour PM Peak Hour Ref: 58568.00 January 17, 2022 Page 20 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx of Valley Road volumes to the site driveway, plus the site-generated trips, it is estimated that the average delays on the Shunpike Road approach will increase by up to 14 seconds. It is important to note that the volumes on this side street approach is relatively low, with approximately 52 combined trips during the AM peak hour and approximately 36 combined trips during the PM peak hour. These relatively low volumes, and the excess capacity on the approach, are reflected in low volume to capacity ratios of less than or equal to 0.22 across all scenarios. Further, the signalization of the site driveway will likely provide gaps in the traffic flow along Williston Road, allowing traffic turning on to and off of Shunpike Road more opportunities to make their exiting movements. At the US 2 / Aviation Avenue intersection, the Aviation Avenue approach is projected to operate at LOS E/F in the 2027 No Build scenario and LOS F in the 2027 Build scenario. It is important to note that Aviation Avenue is a relatively low volume approach with 12 exiting trips during the morning peak and 52 exiting trips during the evening peak. Furthermore, the Build scenarios are indicative of excess capacity on this approach as the maximum volume to capacity ratio is only 0.16. At the US 2 / Gregory Drive intersection, the side street approaches are anticipated to operate at LOS F in the AM peak hour and LOS E/F in the PM peak hour for the 2027 Build condition. These approaches operate with excess capacity as they serve relatively low volumes, with Palmer Court reaching a maximum volume to capacity ratio of 0.26 and Gregory Drive reaching a maximum volume to capacity ratio of 0.66. The proximity to the new signalized site driveway intersection will likely provide gaps in the traffic stream along Williston Road that do not exist today, allowing opportunities for the movements onto and off of each of these side streets that is not reflected in the capacity analyses presented above. Signalized Intersection Capacity Analysis In addition to the unsignalized intersections in the study area, the signalized study intersections of US 2 / Kennedy Drive / Airport Drive, US 2 / Industrial Avenue, US 2 / Hinesburg Road / Patchen Road, and Kennedy Drive / Kimball Avenue were analyzed during the 2022 and 2027 peak hours. In addition, the intersection of US 2 and the new site driveway was analyzed. The results of the signalized intersection capacity analysis for the existing intersections are summarized in Table 5 and for the new site driveway are summarized in Table 6. Ref: 58568.00 January 17, 2022 Page 21 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx Table 5. Signalized Intersection Capacity Analysis Peak Hour v/c+Delay*LOS**v/c+Delay*LOS**v/c+Delay*LOS**v/c+Delay*LOS** US 2, EB 0.47 24.5 C 0.55 28.7 C 0.51 26.9 C 0.59 31.2 C US 2, WB 0.45 17.3 B 0.52 19.6 B 0.51 18.4 B 0.59 20.6 C Kennedy Drive, NB 0.86 43.4 D 0.89 46.3 D 0.89 51.8 D 0.93 54.0 D Airport Drive, SB 0.62 39.6 D 0.54 38.0 D 0.75 46.3 D 0.64 44.2 D Overall 0.86 29.8 C 0.89 32.3 C 0.89 34.8 C 0.93 36.9 D US 2, EB 0.62 29.0 C 0.65 30.9 C 0.83 43.2 D 0.87 48.2 D US 2, WB 0.56 20.6 C 0.63 22.1 C 0.70 23.4 C 0.76 25.6 C Kennedy Drive, NB 0.77 29.9 C 0.77 31.0 C 0.82 32.5 C 0.83 34.3 C Airport Drive, SB 0.77 32.8 C 0.78 34.0 C 0.81 35.6 D 0.81 36.8 D Overall 0.77 27.0 C 0.78 28.2 C 0.83 32.6 C 0.87 34.9 C US 2, EB 0.77 19.3 B 0.79 20.1 C 0.78 19.7 B 0.80 20.6 C US 2, WB 0.89 32.9 C 0.92 37.9 D 0.90 34.7 C 0.94 41.7 D Industrial Ave, SB 0.60 16.2 B 0.67 18.5 B 0.61 16.8 B 0.69 19.4 B Overall 0.89 22.3 C 0.92 24.8 C 0.90 23.2 C 0.94 26.5 C US 2, EB 0.53 13.5 B 0.59 14.0 B 0.55 13.6 B 0.60 14.1 B US 2, WB 0.87 23.9 C 0.87 25.0 C 0.85 22.2 C 0.88 25.9 C Industrial Ave, SB 0.87 30.8 C 0.91 36.0 D 0.86 29.2 C 0.94 40.6 D Overall 0.87 22.6 C 0.91 24.5 C 0.86 21.6 C 0.94 26.3 C US 2, EB 0.64 18.2 B 0.68 17.3 B 0.64 17.0 B 0.67 17.2 B US 2, WB 0.64 17.0 B 0.67 16.9 B 0.64 17.0 B 0.68 17.1 B VT 116, NB 0.49 13.4 B 0.51 15.4 B 0.50 14.0 B 0.54 16.4 B Patchen Rd, SB 0.45 15.1 B 0.47 16.0 B 0.46 15.4 B 0.49 16.7 B Overall 0.64 16.3 B 0.68 16.6 B 0.64 16.1 B 0.68 16.9 B US 2, EB 0.49 15.6 B 0.46 14.5 B 0.47 15.0 B 0.47 14.4 B US 2, WB 0.71 19.0 B 0.81 23.9 C 0.74 20.2 C 0.83 25.0 C VT 116, NB 0.49 16.9 B 0.56 20.8 C 0.53 18.5 B 0.58 21.6 C Patchen Rd, SB 0.41 17.9 B 0.45 21.1 C 0.44 19.4 B 0.46 21.5 C Overall 0.71 17.4 B 0.81 20.4 C 0.74 18.3 B 0.83 21.0 C Bayberry Lane, EB 0.77 38.7 D 0.80 39.9 D 0.78 39.2 D 0.80 39.3 D Kimball Ave, WB 0.28 24.1 C 0.26 23.4 C 0.28 24.0 C 0.39 24.4 C Kennedy Dr, NB 0.46 22.1 C 0.53 24.4 C 0.47 22.6 C 0.54 24.7 C Kennedy Dr, SB 0.76 24.9 C 0.82 28.4 C 0.78 25.9 C 0.84 29.5 C Overall 0.77 26.1 C 0.82 28.3 C 0.78 26.7 C 0.84 28.9 C Bayberry Lane, EB 0.07 17.6 B 0.07 17.7 B 0.07 17.5 B 0.07 18.1 B Kimball Ave, WB 0.87 31.9 C 0.87 32.0 C 0.88 32.6 C 0.89 33.6 C Kennedy Dr, NB 0.46 30.7 C 0.50 31.6 C 0.49 31.5 C 0.50 32.0 C Kennedy Dr, SB 0.72 32.7 C 0.76 33.7 C 0.72 33.3 C 0.79 35.3 D Overall 0.87 31.3 C 0.87 31.9 C 0.88 32.0 C 0.89 33.1 C + Volume to Capacity Ratio* Delay (expressed in seconds per vehicle)** Level of Service^ HCM 2000 used in place of HCM 6 AM Peak Hour PM Peak Hour Intersection 2022 2022 No Build Build Signalized US 2 Williston Road and Kennedy Drive/Airport Drive 2027 2027No Build Build US 2 Williston Road and Industrial Ave AM Peak Hour PM Peak Hour US 2 Williston Road and VT 116 Hinesburg Road/Patchen Road AM Peak Hour PM Peak Hour Kimball Avenue and Kennedy Drive^ AM Peak Hour PM Peak Hour Ref: 58568.00 January 17, 2022 Page 22 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx The US 2 / Kennedy Drive / Airport Drive intersection is expected to operate at overall LOS D in the 2027 AM Peak Hour Build condition and overall LOS C conditions in all other scenarios. The addition of site-generated trips to this intersection is expected to increase the overall intersection delay by less than three seconds during both peak periods. The Build scenario results assumed an optimization of signal timing to accommodate the additional traffic introduced from the proposed development. The US 2 / Industrial Avenue intersection is anticipated to operate at overall LOS C in the 2027 AM and PM Peak Hour Build conditions, with site-generated trips expected to increase overall delay by less than 5 seconds. The new intersection configuration that is being implemented as part of the current construction at this intersection is represented in the capacity analysis. The US 2 / VT 116 Hinesburg Road / Patchen Road intersection is expected to operate at overall LOS B in the 2027 AM Peak Hour Build condition and overall LOS C in the 2027 PM Peak Hour Build condition. The increase in delay based on site-generated trips is expected to be less than 3 seconds for any of the scenarios. The Kennedy Drive / Kimball Avenue intersection is expected to operate at LOS C overall, consistent across all scenarios. The site-generated trips are anticipated to increase the overall delay at the intersection by less than 3 seconds. Table 6. Signalized Intersection Capacity Analysis for Site Driveway The signalized site driveway is expected to operate at LOS C in the AM peak hour and LOS B in the PM peak hour for both the 2022 and 2027 Build conditions. The signalization of the intersection will provide significantly improved delay conditions for the site driveway compared to the unsignalized condition, where the site driveway was anticipated to operate at LOS F. It is important to note that the signal at this intersection with the proposed Peak Hour v/c+Delay*LOS**v/c+Delay*LOS** US 2, EB 0.91 17.8 B 0.91 18.0 B US 2, WB 0.92 32.0 C 0.94 34.9 C Site Driveway, SB 0.27 20.1 C 0.27 20.1 C Overall 0.92 23.8 C 0.94 25.2 C US 2, EB 0.67 10.5 B 0.68 11.2 B US 2, WB 0.84 22.9 C 0.86 24.6 C Site Driveway, SB 0.37 22.7 C 0.38 22.7 C Overall 0.84 17.4 B 0.86 18.4 B + Volume to Capacity Ratio* Delay (expressed in seconds per vehicle)** Level of Service^ HCM 2000 used in place of HCM 6 Intersection 2022 Build Signalized 2027 Build US 2 Williston Road / Site Driveway^ AM Peak Hour PM Peak Hour Ref: 58568.00 January 17, 2022 Page 23 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx development program for the full build out of the Campus Plan satisfies the conditions for the 8-hour, 4-hour, and peak hour signal warrants. The warrant analysis is outlined below. In addition to the proposed development program for the Campus Plan, the site driveway capacity analysis was conducted for an additional 5% increase to the trip generation. With an additional 5% increase in trips to and from the site, there would be less than a 5 second increase to the overall delay at the site driveway intersection in either the AM or PM peak period, with the intersection continuing to operate at an LOS C. Intersection Signal Warrants The proposed US 2 / Site Driveway intersection was evaluated using the traffic signal warrant methodology outlined in the Manual on Uniform Traffic Control Devices (MUTCD)10 to determine if a signal was warranted at this location. For the new site driveway approach, the hourly distribution of vehicle trips according to ITE for Land Use Code 140 (Manufacturing) and Land Use Code 710 (General Office) were used to estimate the 24-hour distribution of site- generated trips. The manufacturing hourly distribution was used to distribute the manufacturing trip generation and the office distribution was used to distribute the other trip generation for the site and background data redistributed from Valley Road. For the Williston Road approaches, the daily distribution was estimated based on the hourly distribution of traffic collected at VTrans traffic count station D036 on Williston Road east of the proposed site driveway. Based on guidance from the MUTCD, the warrant analysis was conducted with the assumptions that the left- and right-turn lanes on the minor street approach be considered a single lane approach and that some portion of the southbound right movements from minor street be subtracted from the minor-street traffic estimates11. For the purposes of the warrant analysis, two-thirds of the expected right-turning traffic volume was removed from the data based on anticipated right-turn on red or eastbound left-turn overlap phase movements. Warrant 1 – Eight-Hour Vehicular Volumes Warrant 1 – Condition A, the minimum vehicular volume, is used for intersections where a large volume of intersecting traffic is present. Warrant 1 – Condition A requires that the total hourly volume for the major street and the higher hourly volume of the minor street satisfies the thresholds of Condition A for any eight-hours of the day. For a condition with single approach lanes on the major street and single approach on the minor street, the hourly volume thresholds are 500 and 150, respectively. Based on the 2022 Build volumes, Warrant 1 – Condition A was met for four hours, not satisfying the warrant. Warrant 1 – Condition B, the interruption of continuous traffic, is used for intersections where the major street traffic volumes are so high that the minor street suffers lengthy delays. Warrant 1 – Condition B requires that the total hourly volume for the major street and the higher hourly volume of the minor street satisfy the thresholds of Condition B for any eight hours. For a condition with single approach lanes on the major street and a single lane approach on the 10 Manual on Uniform Traffic Control Devices, FHWA, 2012 11 Manual on Uniform Traffic Control Devices Section 4C.01 Guidance 08 and 09 Ref: 58568.00 January 17, 2022 Page 24 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx minor street, the volume thresholds are 750 and 75 respectively. Based on the 2022 Build traffic volumes, Warrant 1 – Condition B was met for ten hours, satisfying the criteria for the warrant. Warrant 2 – Four-Hour Vehicular Volumes Warrant 2 requires that the total hourly volume for the major street and the higher hourly volume of the minor street satisfy the thresholds of Warrant 2 for any four-hours. Based on the 2022 Build traffic volumes, Warrant 2 met ten hours, satisfying the warrant. Warrant 3 – Peak-Hour Warrant 3 requires that the total hourly volume for the major street and the higher hourly volume of the minor street satisfy the thresholds of Warrant 3 during the peak hour. Based on the 2022 build condition, Warrant 3 was met for six unique hours. It is important to note that this signal warrant applies to cases where a land use like office complexes or manufacturing facilities are likely to attract and discharge traffic over a short period, as is anticipated with this development. Signal Warrant Summary As summarized in Table 7 below, the projected traffic volumes at the US 2 / Site Driveway intersection meet the eight- hour, four-hour, or peak-hour traffic signal warrants typically required by VTrans for installation of a traffic signal. Based on these results, we conclude that for the proposed Campus Plan build out of the site, a traffic signal is warranted. It is recommended that geometric changes to the intersection including new turn lanes are implemented and any conduit required for a signal is installed at earlier stages of development in preparation for the warranted signal condition with the Campus Plan development program. Routine traffic monitoring in earlier stages of development should indicate when the traffic volumes satisfy the traffic signal warrants. Table 7: Signal Warrant Summary (US 2 / Site Driveway) Assumptions: Single-Lane Minor Street Approach, Remove 2/3 of Southbound Right-Turning Volume Number of Hours Met Warrant Met? Warrant 1: 8-Hour Condition A - 4 hours Condition B - 10 hours YES Warrant 2: 4-Hour 10 hours YES Warrant 3: Peak Hour 6 hours YES Ref: 58568.00 January 17, 2022 Page 25 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx LAND DEVELOPMENT REGULATIONS – TRAFFIC OVERLAY DISTRICT The City of South Burlington’s Land Development Regulations12 (LDRs) identify the intersection of US 2 with the proposed site driveway as falling with Zone 3 (“access to balanced road segments”) of the City’s Traffic Overlay District. Section 10.02.G of the LDRs allows for a “trip budget” of 45 peak hour trips for every 40,000 square feet of parcel land area within Zone 3. The full planned unit development lot size of 37.6 acres (1,637,856 square feet). Applying the trip rate specified in the LDRs to the total parcel area yields a maximum trip budget of 1,843 PM peak hour trips for the development, which is summarized in Table 8 below. The anticipated peak hour trip generation for the proposed site is 513 trips, which is below the calculated trip generation budget for this site. Table 8: Calculation of Traffic Overlay District Traffic Budget CONCLUSIONS This Traffic Impact Study evaluated the traffic impacts of a proposed aircraft manufacturing facility and campus plan build out for a site located in the southeast corner of the Burlington International Airport grounds in South Burlington, Vermont. The proposed development program includes the construction of an approximately 285,000 square foot manufacturing facility, a 25,000 square foot training facility, a 75 student daycare center, and a 37,800 square foot commercial building with retail and office space. The main access and egress to the project site is provided via a proposed new site driveway on US 2 (Williston Road) east of Valley Road, with secondary access for trucks provided via Aviation Avenue. The proposed development program is anticipated to generate 499 new trips during the weekday AM peak hour and 513 new trips during the weekday PM peak hour. With these trips distributed onto the adjacent roadway network, the unsignalized intersections are anticipated to experience delays on stop-controlled minor street movements with levels of service ranging from LOS C through LOS F, and with volume to capacity ratios indicative of excess capacity. In addition, the unsignalized intersections in close proximity to the new signalized site driveway are anticipated to 12 City of South Burlington Land Development Regulations. City of South Burlington, Vermont, adopted May 12, 2003, amended December 28, 2020. Maximum Number of Peak Hour Trip Ends per 40,000 SF of Land Area 45 Approximate Total Parcel Area (acres)37.6 Approximate Total Parcel Area (square feet)1,637,856 Maximum PM Peak Hour Trip Budget 1,843 Anticpated PM Peak Hour Trips 513 Ref: 58568.00 January 17, 2022 Page 26 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\TIS - Proposed BETA Facility - Campus Plan - 2022-01-17.docx experience gaps in the traffic flows along Williston Road that do not exist currently, providing more opportunities for traffic turning onto or off of these unsignalized side streets. The signalized intersections in the study area are anticipated to operate at a LOS D or better in the 2027 Build scenarios. With the site-generated trips distributed to the network, increases in overall delay at the signalized intersections within the study area are expected to be less than 5 seconds. The proposed signalized intersection at the site driveway is anticipated to operate at LOS C in the AM peak hour and LOS B in the PM peak hour. Based on the 8- hour, 4-hour, and peak hour signal warrants, the volumes for the proposed development program satisfy the criteria for signalizing the intersection. The estimated site trip generation is below the maximum trip budget allotted by South Burlington’s Land Development Regulations for a project of this size accessing a facility within the City’s designated Traffic Overlay District Zone 3. The following off-site traffic mitigation measure was identified in this study: • US 2 / Site Driveway Intersection: Construct a signalized intersection with a single westbound lane, an eastbound dedicated left-turn lane and through lane, and two southbound approach lanes on the site driveway. Beyond the off-site traffic mitigation measure outlined above, the applicant is considering the following Transportation Demand Management (TDM) measures to promote alternative modes of commuting and reduce the number of single-occupant vehicle trips generated by the proposed development: • Provision of on-site covered bike parking and locker rooms with showers to encourage bike-commuting. • The parking area will incorporate priority parking spaces for carpool-only use to encourage employees to share rides to and from the facility. • Provision of company-sponsored Green Mountain Transit (GMT) bus passes to employees to encourage commuting via public transit. • Potential provision of a new GMT bus shelter along the property’s Williston Road frontage to supplement the existing sign-only bus stop adjacent to the US 2/Valley Road intersection. • Considering becoming a member of the Chittenden Area Transportation Management Association (CATMA) to help ensure that employees have continued access to TDM resources and opportunities. The above TDM measures are currently under consideration by the Applicant and have been provided for informational purposes. For the traffic analysis included in this Study, no TDM-related reductions were factored into the trip generation estimate at this time. In conclusion, based on the findings of this Traffic Impact Study, and in consideration of the identified traffic mitigation measures, the proposed project is not anticipated to generate unreasonable congestion or unsafe conditions on the adjacent roadway network. \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\Appendix\Industrial Development Appendices Cover Sheet.docx Technical Appendix Traffic ➢ Safety Assessment Data o Crash Review Data ➢ Sight Distance Assessment o Intersection Sight Distance Vertical Curve ➢ Traffic Data & Trip Generation o US 2 Williston Road AADT and DHV o Growth Factors and DHV Estimation from VTrans Redbook o AM and PM Peak Hour Intersection Worksheets o Site Specific Development Trip Network o 2022 & 2027 No Build Trip Network o Trip Generation o Trip Generation Trip Network o 2022 & 2027 Build Network o South Burlington Land Development Regulations ➢ Intersection Capacity Analyses o 2022 AM No Build & Build Reports o 2022 PM No Build & Build Reports o 2027 AM No Build & Build Reports o 2027 PM No Build & Build Reports o 2027 Build Queuing Reports ➢ Signal Warrant Analysis o Summary o Warrant 1 Analysis o Warrant 2 Analysis o Warrant 3 Analysis \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\Appendix\Industrial Development Appendices Cover Sheet.docx Safety Assessment Data Crash Date City/Town Address AOT Route Crash Type Collision Direction Weather AOT Actual Milepoint Animal Time of Day Intersection With Impairment Involving Surface Condition US 2 Kennedy Drive Intersection October 26, 2015, 12:15 PM South Burlington Williston Road US-2 Injury Rear End Clear 1.85 None/Other Day Kennedy Drive None None Dry August 23, 2016, 10:52 AM South Burlington Williston Rd US-2 Injury No Turns, Thru moves only, Broadside ^<Clear 1.86 None/Other Day Kennedy Dr None None Dry February 15, 2015, 2:17 PM South Burlington 1795 Willston Road US-2 Property Damage Only Unknown 1.87 None/Other Day Kennedy Drive None None March 19, 2015, 4:45 PM South Burlington 1795 Williston Road US-2 Property Damage Only Unknown 1.87 None/Other Day Kennedy Drive None None December 14, 2016, 9:30 AM South Burlington 1795 Williston Road US-2 Property Damage Only Rear End Clear 1.87 None/Other Day Key Bank None None Dry April 8, 2015, 5:17 PM South Burlington Kennedy Drive FAP 121-1 KENNEDY DRIVE Property Damage Only Unknown 1.46 None/Other Day Williston Road None None August 4, 2016, 6:57 AM South Burlington Kennedy Drive FAP 121-1 KENNEDY DRIVE Property Damage Only Same Direction Sideswipe Clear 1.48 None/Other Day Williston Road None None Dry November 3, 2016, 4:24 PM South Burlington Kennedy Drive FAP 121-1 KENNEDY DRIVE Property Damage Only Left Turn and Thru, Angle Broadside -->v--Cloudy 1.48 None/Other Day Williston Road None None Wet March 12, 2015, 9:10 AM South Burlington Williston Rd US-2 Property Damage Only No Turns, Thru moves only, Broadside ^<Cloudy 1.89 None/Other Day Airport Dr None None Dry December 18, 2015, 2:00 PM South Burlington Williston Road US-2 Property Damage Only Same Direction Sideswipe Clear 1.89 None/Other Day Airport Drive None None Dry January 6, 2016, 1:17 PM South Burlington Williston Road US-2 Property Damage Only Same Direction Sideswipe Cloudy 1.89 None/Other Day Kennedy Drive None None Dry May 13, 2016, 6:20 PM South Burlington Williston Road US-2 Property Damage Only Left Turn and Thru, Broadside v<--Cloudy 1.89 None/Other Day Airport Drive None None Dry June 22, 2016, 1:11 PM South Burlington Williston Road US-2 Property Damage Only 1.89 None/Other Day Airport Drive None None August 22, 2016, 2:07 PM South Burlington Williston Road US-2 Property Damage Only Same Direction Sideswipe Clear 1.89 None/Other Day Kenendy Drive None None Dry August 26, 2016, 2:37 PM South Burlington Airport Dr US-2 Injury Same Direction Sideswipe Clear 1.89 None/Other Day Williston Road None None Dry February 8, 2017, 6:07 AM South Burlington Williston Road US-2 Property Damage Only Rear End Cloudy 1.89 None/Other Day Airport Drive None None Wet May 18, 2015, 5:13 PM South Burlington Kennedy Dr FAP 121-1 KENNEDY DRIVE Property Damage Only Left Turn and Thru, Angle Broadside -->v--Unknown 1.5 None/Other Day Williston Rd None None July 25, 2016, 3:04 PM South Burlington Kennedy Dr FAP 121-1 KENNEDY DRIVE Property Damage Only Same Direction Sideswipe Clear 1.5 None/Other Day Williston Rd None None Dry March 9, 2016, 7:41 PM South Burlington Williston Rd US-2 Injury Left Turn and Thru, Angle Broadside -->v--Cloudy 1.9 None/Other Night Kennedy Drive None None Dry January 21, 2015, 10:40 AM South Burlington Williston Road US-2 Property Damage Only Same Direction Sideswipe Clear 1.9 None/Other Day Kenndy Dr None None Dry February 2, 2015, 5:33 AM South Burlington Williston Road US-2 Property Damage Only Freezing Precipitation 1.9 None/Other Night Kennedy Drive None None Snow March 15, 2015, 8:20 PM South Burlington US-2 Williston Rd US-2 Injury Left Turn and Thru, Angle Broadside -->v--Cloudy 1.9 None/Other Night Kennedy Dr None None Dry August 19, 2015, 3:10 PM South Burlington Williston Rd US-2 Injury Other - Explain in Narrative Clear 1.9 None/Other Day Kennedy Dr None None Dry December 24, 2015, 11:04 AM South Burlington Williston Road US-2 Property Damage Only Same Direction Sideswipe Clear 1.9 None/Other Day Airport Drive None None Dry January 26, 2016, 12:42 PM South Burlington Williston Rd US-2 Injury Left Turn and Thru, Head On ^v--Clear 1.9 None/Other Day Airport Drive/Kennedy Drive None None Dry September 9, 2016, 6:15 PM South Burlington Williston Road US-2 Property Damage Only Same Direction Sideswipe Clear 1.9 None/Other Night Kennedy Drive None None Dry December 19, 2016, 9:35 AM South Burlington Williston Rd US-2 Property Damage Only Rear End Clear 1.9 None/Other Day Airport Dr None None Dry February 13, 2015, 1:00 PM South Burlington Williston Rd US-2 Property Damage Only Other - Explain in Narrative Clear 1.91 None/Other Day Kennedy Dr None None Wet October 7, 2015, 4:34 PM South Burlington 1801 Williston Road US-2 Property Damage Only Unknown 1.92 None/Other Day Kennedy Drive None None November 1, 2016, 8:58 AM South Burlington Williston Rd US-2 Injury Head On Clear 1.92 None/Other Day Airport Dr None None Dry September 23, 2016, 5:30 AM South Burlington 1801 Williston Road US-2 Property Damage Only Left Turn and Thru, Angle Broadside -->v--1.93 None/Other Night Kennedy Drive And Williston Road None None November 6, 2015, 3:30 PM South Burlington US-2 Williston Road US-2 Property Damage Only Rear End Clear 1.88 None/Other Day Kennedy Drive None None Dry August 29, 2016, 8:59 AM South Burlington Williston Road US-2 Property Damage Only Rear End Clear 1.88 None/Other Day Airport Drive None None Dry September 27, 2016, 11:58 AM South Burlington Airport Dr US-2 Property Damage Only Rear End Clear 1.99 None/Other Day Williston Rd None None Dry January 10, 2017, 1:25 PM South Burlington 1775 Williston Rd US-2 Property Damage Only No Turns, Thru moves only, Broadside ^<Clear 1.82 None/Other Day Williston Rd None None Dry Williston Road East of Driveway February 6, 2015, 8:43 AM South Burlington US-2 Williston Road US-2 Property Damage Only Rear End Clear 2.6 None/Other Day # 3062 None None Ice February 13, 2017, 4:41 AM South Burlington 4016 Williston Road US-2 Property Damage Only Rear End Freezing Precipitation 2.7 None/Other Night Pete's RV Center None None Snow February 14, 2015, 7:05 AM South Burlington US-2 Williston Rd US-2 Injury Head On Freezing Precipitation 2.82 None/Other Day Gregory Dr None None Snow September 11, 2015, 2:38 PM South Burlington Williston Rd US-2 Property Damage Only Left Turn and Thru, Same Direction Sideswipe/Angle Crash vv--Clear 2.82 None/Other Day Gregory Drive None None Dry April 16, 2016, 2:04 AM South Burlington Williston Rd US-2 Property Damage Only Other - Explain in Narrative 2.82 None/Other Night Gregory Dr Alcohol None Dry February 12, 2017, 5:33 PM South Burlington Williston Rd US-2 Property Damage Only Single Vehicle Crash Freezing Precipitation 2.82 None/Other Day Palmer Ct None None Snow January 19, 2016, 3:56 PM Williston Williston Road US-2 Property Damage Only Rear End Freezing Precipitation 0.09 None/Other Day Adams Drive None None Snow March 12, 2015, 8:11 AM Williston 4604 WILLISTON ROAD US-2 Property Damage Only Left Turn and Thru, Angle Broadside -->v--Clear 0.21 None/Other Day None None Dry Williston Road West of Driveway August 19, 2016, 12:07 PM South Burlington 1877 Williston Rd US-2 Property Damage Only Rear End Clear 2 None/Other Day Vermont Tire And Services None None Dry September 29, 2015, 12:44 PM South Burlington 1891 Williston Road Unknown Property Damage Only Unknown 999.99 None/Other Day Enterprise Rent A Car Parking Lot None None January 25, 2015, 5:51 AM South Burlington 1891 Williston Road US-2 Property Damage Only Single Vehicle Crash Clear 2.07 None/Other Night None None Ice January 16, 2015, 1:15 PM South Burlington 1901 Williston Road US-2 Property Damage Only Rear End Clear 2.11 None/Other Day Barry's Automotive None None Dry June 17, 2015, 4:53 PM South Burlington Williston Rd US-2 Property Damage Only Rear End Clear 2.17 None/Other Day Aviation Ave None None Dry November 21, 2015, 7:01 AM South Burlington US-2 Williston Rd.US-2 Property Damage Only Other - Explain in Narrative Clear 2.17 None/Other Day Aviation Ave.None None Dry December 7, 2016, 6:48 PM South Burlington Williston Road US-2 Property Damage Only Rear End Cloudy 2.17 None/Other Night Aviation Avenue None None Wet February 3, 2015, 12:28 PM South Burlington 1930 Williston Road US-2 Property Damage Only Other - Explain in Narrative Cloudy 2.13 None/Other Day Aviation Avenue None None Snow February 23, 2016, 11:49 AM South Burlington 1930 Williston Rd US-2 Property Damage Only Same Direction Sideswipe Clear 2.13 None/Other Day Kennedy Drive None None Dry August 29, 2015, 12:43 PM South Burlington 1900 Williston Road Unknown Property Damage Only Rear-to-rear Clear 999.99 None/Other Day Parking Lot None None Dry December 27, 2016, 2:11 PM South Burlington Williston Rd US-2 Property Damage Only Rear End Cloudy 2.45 None/Other Day Catikins Ct None None Wet March 21, 2016, 3:10 PM South Burlington Williston Road US-2 Property Damage Only Rear End Clear 2.46 None/Other Day Calkins Court None None Dry May 2, 2015, 10:14 AM South Burlington 2500 Williston Rd US-2 Property Damage Only Rear End Clear 2.48 None/Other Day None None Dry May 29, 2015, 11:50 AM South Burlington US-2(2500 Williston Rd)US-2 Property Damage Only Other - Explain in Narrative Clear 2.48 None/Other Day Calkin Ct None None Dry March 31, 2016, 3:29 PM South Burlington 2500 Williston Road US-2 Property Damage Only 2.48 None/Other Day Shunpike Road None None February 19, 2015, 9:36 AM South Burlington US-2 (2500 Willston Rd)US-2 Property Damage Only Rear End Clear 2.5 None/Other Day Shunpike Road None None Wet February 9, 2015, 8:31 AM South Burlington Williston Road US-2 Property Damage Only Rear End Cloudy 2.51 None/Other Day Calkin Court None None Snow April 15, 2015, 4:19 PM South Burlington Williston Rd.US-2 Property Damage Only Left Turn and Thru, Same Direction Sideswipe/Angle Crash vv--Clear 2.51 None/Other Day Calkins Ct.None None Dry August 5, 2015, 12:59 PM South Burlington Williston Road US-2 Property Damage Only Cloudy 2.51 None/Other Day Calkins Court None None February 3, 2015, 9:50 AM South Burlington 3000 Williston Rd US-2 Property Damage Only Single Vehicle Crash Freezing Precipitation 2.54 None/Other Day Valley Road None None Snow Williston Road Shunpike Intersection December 14, 2015, 1:05 PM South Burlington Williston Road US-2 Property Damage Only Left Turn and Thru, Broadside v<--Clear 2.55 None/Other Day Shunpike Road None None Dry February 26, 2016, 8:51 AM South Burlington Williston Rd US-2 Property Damage Only Right Turn and Thru, Angle Broadside -->^--Clear 2.56 None/Other Day Shunpike Rd None None Wet March 3, 2016, 9:58 AM South Burlington Williston Road US-2 Property Damage Only Left Turn and Thru, Angle Broadside -->v--Clear 2.56 None/Other Day Shunpike Rd None None Dry August 24, 2015, 3:29 PM South Burlington Williston Rd US-2 Property Damage Only Rear End Clear 2.57 None/Other Day Valley Rd None None Dry \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\Appendix\Industrial Development Appendices Cover Sheet.docx Sight Distance Assessment 10/7/2021 SOUTH BURLINGTON, VT WILLISTON ROAD, US ROUTE 2 BETA TECHNOLOGIES PROPOSED ACCESS DRIVE INTERSECTION VERTICAL SIGHT DISTANCE 0 SCALE IN FEET TO AIRPORT DRIVE US ROUTE 2 240 260 280 300 320 340 360 380 400 420420 240 260 280 300 320 340 360 380 400 420420 139+00139+50140+00140+50141+00141+50142+00142+50143+00143+50144+00144+50145+00145+50146+00146+50147+00147+50148+00148+50149+00149+50150+00STOP BAR US ROUTE 2 WB EXCEEDS SIGHT DISTANCE REQUIREMENTS EXISTING VERTICAL CURVE -8.1537% 1.0920% FOR THIS CURVE IS 291 FT CALCULATED STOPPING SIGHT DISTANCE UPGRADEPPOINT OF 3% DISTANCE = 305' STOPPING SIGHT TO WILLISTON US ROUTE 2 WESTBOUND APPROACH THAT DO NOT MINIMUM STOPPING SIGHT DISTANCE REQUIREMENTS. 6. USING THE AASHTO CRITERIA THE STOPPING SIGHT DISTANCE AND GRADE ADJUSTED STOPPING SIGHT DISTANCE THERE ARE NO LOCATIONS ON THE 5. HEIGHT OF ONCOMING DRIVER EYE LEVEL USED IS 3.5 FT PER GREEN BOOK 4. INTERSECTION SIGHT DISTANCE OBJECT USED IS 3.5 FT ABOVE GROUND LEVEL PER GREEN BOOK 3. GRADE ADJUSTED STOPPING SIGHT DISTANCE IS 289 FT FOR A 3% UPDGRADE PER TABLE 3.2 OF GREEN BOOK. 2. MINIMUM STOPPING SIGHT DISTANCE USED IS 305 FT PER TABLE 3.1 OF GREEN BOOK 1. INTERSECTION VERTICAL SIGHT DISTANCE ANALYSIS PER AASHTO POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS (GREEN BOOK) (2018). CLEARANCE) (ASSUMED MINIMUM 17' SIGNAL LOCATION (NO OBSTRUCTION) 305' STOPPING SIGHT DISTANCE (NO OBSTRUCTION) SIGHT DISTANCE 390' SIGNAL HEAD 289' < 291' (NO OSBRUCTION) SIGHT DISTANCE = 289' GRADE ADJUSTED STOPPING 50 100 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\Appendix\Industrial Development Appendices Cover Sheet.docx Traffic Data & Trip Generation Location ID D036 MPO ID Type SPOT HPMS ID On NHS On HPMS No   LRS ID U002-0417 LRS Loc Pt.0.06  SF Group 3 Route Type AF Group U3 Route US2  GF Group 2 Active Yes Class Dist Grp U23 Category Seas Clss Grp U3  WIM Group QC Group Default Fnct'l Class Other  Principal  Arterial  Milepost Located On Loc On Alias AADT Year AADT DHV-30 K % D % PA BC Src 2020 113,313 10,380  (92%)951 (8%)Grown from  2019 2019 137,683 12,611  (92%)1,157 (8%)Grown from  2018 2018 138,793 11 51 12,554  (90%) 1,324  (10%) Grown from  2017 2017 13,921 1,506 11 51 12,592  (90%) 1,328  (10%) 2016 184,353 Grown from  2015 US2  Williston Rd  To From 2015 2016 2017 2018 2019 To From 2015 2016 2017 2018 2019 2016 1.019 2016 1.014 2017 1.029 1.010 2017 1.013 0.999 2018 1.016 0.997 0.987 2018 1.010 0.996 0.997 2019 1.016 0.997 0.987 1.001 2019 1.002 0.988 0.989 0.992 2020 0.861 0.845 0.837 0.848 0.847 2020 0.825 0.814 0.814 0.817 0.823 To From 2015 2016 2017 2018 2019 To From 2015 2016 2017 2018 2019 2016 1.022 2016 0.929 2017 1.038 1.016 2017 0.996 1.072 2018 1.032 1.010 0.994 2018 1.007 1.084 1.011 2019 1.057 1.034 1.018 1.024 2019 1.010 1.087 1.014 1.003 2020 0.793 0.776 0.763 0.768 0.750 2020 0.876 0.943 0.879 0.870 0.867 Example: Project the 2015 AADT at C004 on I-91 to Year 2020 2015 AADT = 6,272 GF3(2015 → 2020) = 0.793 2020 AADT = 6,272 x 0.793 = 4,974 Growth Factor Group 3: Interstate Growth Factor Group 4: Ski - For locations on I-89, I-91 or I-93 -- For locations on ski access roads - 2015 TO 2020 GROWTH FACTORS The 5-year growth factors shown in the tables below are based on AADTs from VTrans Continuous Traffic Counters (CTC). Each CTC is assigned to a Growth Factor Group and the factors for each group are calculated based on the average ratio of the AADT to the prior year AADT. Due to rounding, the Grown AADTs shown in MS2 may not agree exactly with AADTs calculated using the factors below. Growth Factor Group 1: Rural Growth Factor Group 2: Urban - This is the default group if a location does not fit another group -- For locations within a designated federal aid urban (FAU) area - Page 20 of 39 VTrans 2020 Redbook Table A: Project 2020 AADTs to 2021 AADTs Growth Group Description 2020 to 2021 AADT Growth Factor 1 Rural 1.181 2 Urban 1.215 3 Interstate 1.333 4 Ski 1.153 FUTURE YEAR AADT GROWTH FACTORS The 2020-2021 pandemic has resulted in decreased traffic volumes statewide. The relatively large factors shown in Table A are intended to capture the growth that is anticipated as traffic returns to pre- pandemic levels. The factors in Table A are broken down by growth factor group and may be used to project 2020 AADTs to 2021. The Table B factors combine the 2020 to 2021 growth factors shown in Table A with the 2021 to 2041 growth factor of 1.10. The 20-year growth factor of 10% over 20-years has been the standard for several years and will remain so until traffic growth indicators suggest otherwise. TO FUTURE YEAR 2020 Rural 2020 Urban 2020 Interstate 2020 Ski 2021 All Routes 2022 All Routes 2020 1.000 1.000 1.000 1.000 - - 2021 1.181 1.215 1.333 1.153 1.000 - 2022 1.187 1.221 1.340 1.159 1.005 1.000 2023 1.193 1.227 1.346 1.165 1.010 1.005 2024 1.199 1.233 1.353 1.170 1.015 1.010 2025 1.205 1.239 1.360 1.176 1.020 1.015 2026 1.211 1.245 1.366 1.182 1.025 1.020 2027 1.216 1.251 1.373 1.188 1.030 1.025 2028 1.222 1.258 1.380 1.193 1.035 1.030 2029 1.228 1.264 1.386 1.199 1.040 1.035 2030 1.234 1.270 1.393 1.205 1.045 1.040 2031 1.240 1.276 1.400 1.211 1.050 1.045 2032 1.246 1.282 1.406 1.216 1.055 1.050 2033 1.252 1.288 1.413 1.222 1.060 1.055 2034 1.258 1.294 1.420 1.228 1.065 1.060 2035 1.264 1.300 1.426 1.234 1.070 1.065 2036 1.270 1.306 1.433 1.239 1.075 1.070 2037 1.275 1.312 1.440 1.245 1.080 1.075 2038 1.281 1.318 1.446 1.251 1.085 1.080 2039 1.287 1.324 1.453 1.257 1.090 1.085 2040 1.293 1.330 1.460 1.263 1.095 1.090 2041 1.299 1.337 1.466 1.268 1.100 1.095 2042 1.305 1.343 1.473 1.274 1.105 1.100 2043 1.311 1.349 1.480 1.280 1.110 1.105 2044 1.317 1.355 1.486 1.286 1.115 1.110 2045 1.323 1.361 1.493 1.291 1.120 1.115 2046 1.329 1.367 1.500 1.297 1.125 1.120 2047 1.335 1.373 1.506 1.303 1.130 1.125 Table B: Project 2020, 2021, or 2022 AADTs to a future year For Current Year 2020, the factors vary by growth factor group. For Current Years 2021 and 2022, the factors are applicable on all routes statewide. FROM CURRENT YEAR Page 21 of 39 VTrans 2020 Redbook 2020 Redbook DHV Chart Rural Interstate Rural Non-Interstate Urban Summer Recreational Summer/Winter Recreational Summer/Winter Recreational TH AADT SF1 SF2 SF3 SF4 SF5 SF6 Predicted DHV by Seasonal Factor Group by AADT 11000 1300 1200 1200 1400 11100 1300 1200 1200 1400 11200 1400 1200 1300 1400 11300 1400 1200 1300 1500 11400 1400 1200 1300 1500 11500 1400 1200 1300 1500 11600 1400 1200 1300 1500 11700 1400 1200 1300 1500 11800 1500 1200 1300 1500 11900 1500 1200 1300 1500 12000 1500 1300 1300 1600 12100 1500 1300 1300 1600 12200 1500 1300 1400 12300 1500 1300 1400 12400 1600 1300 1400 12500 1600 1300 1400 12600 1600 1300 1400 12700 1600 1300 1400 12800 1600 1300 1400 12900 1600 1300 1400 13000 1700 1300 1400 13100 1700 1400 1400 13200 1700 1400 1500 13300 1700 1400 1500 13400 1700 1400 1500 13500 1700 1400 1500 13600 1800 1500 13700 1800 1500 13800 1800 1500 13900 1800 1500 14000 1800 1500 14100 1900 1500 14200 1900 1500 14300 1900 1600 14400 1900 1600 14500 1900 1600 14600 2000 1600 14700 2000 1600 14800 2000 1600 14900 2000 1600 15000 2000 1600 15100 2100 1600 Page 28 of 39 VTrans 2020 Redbook ESTIMATING DESIGN HOUR VOLUMES    To determine the Design Hour Volume (DHV), normally the 30th highest hourly volume of the year,  consider using one of the methods described below. No one method fits every location, so it can be  helpful to estimate the DHV using several methods and then compare the results with each other and  with any available raw hourly data to gauge whether the value is likely in the neighborhood of the 30th  highest hour of the year.  1. If the project is located in the vicinity of a VTrans Continuous Traffic Counter (CTC), apply the %K  value from a VTrans Continuous Traffic Counter to the AADT. The %K values are listed on the CTC  Summary page of the Redbook.    2. For projects not located near a CTC site, use the DHV Chart on the following pages to select the  predicted DHV from an AADT based on the seasonal factor group. The seasonal factor groups are  defined at the beginning of the Redbook. For any particular traffic counter, the seasonal factor  group (SF Group) is shown in the VTrans Traffic Data Management System. Refer to the VTrans  Traffic Data webpage for a link to the system and guidance on navigating the system.    3. If VTrans has conducted a short‐term count in the project area, consider using the #1 high hour of  the count as the DHV. This is the value that appears in the VTrans Traffic Data Management  System’s DHV‐30 field for count locations not designated as permanent. (This value is only shown  for counts done since 2015.) The highest hour may or may not be a reasonable DHV estimate  depending on when the short‐count was done.    For Locations designated as Permanent (Continuous Traffic Counters), the DHV‐30 value is the 30th  highest hourly volume recorded for the year. This should agree with the DHV listed in the Redbook.  However, if the counter did not run for most of an entire year, the DHV will not be in the Redbook  and the DHV‐30 value may or may not be a good DHV estimate, depending on when the counter  was running.    4. Depending on when the count was done, the peak hour volume from a turning movement count  may be a reasonable DHV estimate.  Page 22 of 39 VTrans 2019 Redbook Computations - AM Peak Hour Vols Total Enter ExitProject: Location: South Burlington, VT Design Year 1:2022 Site Trips 499 374 124 Calculated by: AND Date:Design Year 2:2027 Truck Trips 26 23 3 Checked by: KMS Vehicle Trips 472 351 121 Build Year Growth Factor:1.03 (adjustment for 2022 to 2027)Build Year and DHV: * underlined roadway is N/S 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2EBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNB SB1L389L470011L0000L470011L26430L3110041L480011L3120041Site Driveway / US 2 T 585 580 T 723 716 0 0 T 24 13 0 0 T 747 729 0 0 T 2 6 T 748 735 0 0 T 765 747 0 0 T 766 753 0 05/28/2021 R 26 11 1249 R 0 32 0 14 1543 R 0 0 0 0 37 R 0 32 0 14 1580 R 88 91 480 R 0 120 0 105 2060 R 0 33 0 14 1618 R 0 121 0 105 20997:30-8:30 AM Enter 623 606 0 20 1249 Enter 770 749 0 25 1543 Enter 24 13 0 0 37 Enter 794 762 0 25 1580 Enter 265 94 0 121 480 Enter 1059 855 0 146 2060 Enter 813 780 0 25 1618 Enter 1078 874 0 146 2099Exit5945916401249Exit7347307901543Exit24130037Exit7587437901580Exit32973510480Exit78984043102060Exit7767618101618Exit80885843202099% Trucks 4%8%5%% Trucks % Trucks % Trucks % Trucks % Trucks 0%0%0%0%% Trucks 0%0%0%0%% Trucks 0%0%0%0%Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2EBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWB NB SB2L135L01660L0000L01660LL01660L01660L01660Shunpike / US 2 T 610 578 T 753 714 0 0 T 24 13 0 0 T 777 727 0 0 T 265 97 T 1043 824 0 0 T 796 745 0 0 T 1062 842 0 05/28/2021 R 10 13 1229 R 12 0 16 0 1518 R 0 0 0 0 37 R 12 0 16 0 1555 R 362 R 12 0 16 0 1917 R 13 0 16 0 1593 R 13 0 16 0 19557:30-8:30 AM Enter 620 591 18 0 1229 Enter 766 730 22 0 1518 Enter 24 13 0 0 37 Enter 790 743 22 0 1555 Enter 265 97 0 0 362 Enter 1055 840 22 0 1917 Enter 809 761 23 0 1593 Enter 1074 858 23 0 1955Exit6235830231229Exit7707200281518Exit24130037Exit7947330281555Exit2659700362Exit10598300281917Exit8137510291593Exit10788480291955% Trucks 4%8%2%% Trucks % Trucks % Trucks % Trucks % Trucks 0%0%0%0%% Trucks 0%0%0%0%% Trucks 0%0%0%0%Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2EBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSB3L35859L4310611L0000L4310611LL4310611L4410611L4410611Valley Rd / Shunpike Rd / US 2 T 575 572 3 5 T 710 707 4 6 T 24 13 0 0 T 734 720 4 6 T 265 97 T 1000 817 4 6 T 752 737 4 6 T 1017 834 4 65/28/2021 R 10 26 10 6 1264 R 12 32 12 7 1561 R 0 0 0 0 37 R 12 32 12 7 1598 R 362 R 12 32 12 7 1961 R 13 33 13 8 1637 R 13 33 13 8 20007:30-8:30 AM Enter 620 606 18 20 1264 Enter 766 749 22 25 1561 Enter 24 13 0 0 37 Enter 790 762 22 25 1598 Enter 265 97 0 0 362 Enter 1055 859 22 25 1961 Enter 809 780 23 25 1637 Enter 1074 877 23 25 2000Exit59458364231264Exit73472079281561Exit24130037Exit75873379281598Exit2659700362Exit102383079281961Exit77675181291637Exit104184881292000% Trucks 4%8%2%5%% Trucks % Trucks % Trucks % Trucks % Trucks 0%0%0%0%% Trucks 0%0%0%0%% Trucks 0%0%0%0%Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour4: Aviation Avenue/US 2 4: Aviation Avenue/US 2 4: Aviation Avenue/US 2 4: Aviation Avenue/US 2 4: Aviation Avenue/US 2 4: Aviation Avenue/US 2 4: Aviation Avenue/US 2 4: Aviation Avenue/US 2EBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNB SB4L253L334L0000L330040.26 0.5 L 17 2 L 50 0 0 6 L 34 0 0 4 L 51 0 0 6Aviation Avenue/US 2 T 568 536 T 746 704 T 24 13 0 0 T 770 717 0 0 0.74 0.5 T 264 91 T 1033 808 0 0 T 788 734 0 0 T 1052 825 0 02/3/2021 R 9 3 1144 R 12 4 1502 R 0 0 0 0 37 R 0 12 0 4 1539 R 6 2 381 R 0 18 0 6 1920 R 0 12 0 4 1576 R 0 18 0 6 19577:45 to 8:45 AM Enter 593 545 0 6 1144 Enter 778 715 0 8 1502 Enter 24 13 0 0 37 Enter 802 728 0 8 1539 Enter 281 97 0 3 381 Enter 1083 825 0 11 1920 Enter 822 746 0 8 1576 Enter 1102 843 0 11 1957Exit5715393401144Exit7507084501502Exit24130037Exit7747214501539Exit26593230381Exit10398136801920Exit7927384601576Exit10588316901957% Trucks 3%4%0%% Trucks 3%4%0%0%% Trucks % Trucks 3%4%0%0%% Trucks 9%9%8%% Trucks 5%5%0%2%% Trucks 3%4%0%0%% Trucks 4%5%0%2%Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour5: Airport Drive/Kennedy Drive/US 2 5: Airport Drive/Kennedy Drive/US 2 5: Airport Drive/Kennedy Drive/US 2 5: Airport Drive/Kennedy Drive/US 2 5: Airport Drive/Kennedy Drive/US 2 5: Airport Drive/Kennedy Drive/US 2 5: Airport Drive/Kennedy Drive/US 2 5: Airport Drive/Kennedy Drive/US 2EBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSB5L18173123156L18173123156L013770L181862001560.28 L 26 51 L 18 212 200 207 L 18 190 203 160 L 18 216 203 211Airport Drive/Kennedy Drive/US 2 T 459 378 153 171 T 459 378 153 171 T 0 0 25 17 T 459 378 178 188 0.57 T 150 53 T 609 431 178 188 T 470 387 182 192 T 620 440 182 1927/3/2018 R 162 98 222 11 2124 R 162 98 222 11 2124 R 46 0 24 0 202 R 208 98 246 11 2326 0.15 R 14 80 373 R 208 112 326 11 2699 R 212 100 252 11 2379 R 212 114 332 11 27527:45 to 8:45 AM Enter 639 649 498 338 2124 Enter 639 649 498 338 2124 Enter 46 13 126 17 202 Enter 685 662 624 355 2326 Enter 150 93 80 51 373 Enter 835 755 704 406 2699 Enter 701 678 636 363 2379 Enter 851 771 717 414 2752Exit8375122695062124Exit8375122695062124Exit24772576202Exit8615892945822326Exit281531426373Exit11426423086082699Exit8826023015952379Exit11636553146212752% Trucks 4%8%9%3%% Trucks 4%8%9%3%% Trucks % Trucks 4%8%9%3%% Trucks 9%8%9%9%% Trucks 5%8%9%4%% Trucks 4%8%9%3%% Trucks 5%8%9%4% Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2EBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSB 6 L 298 0 0 65 L 347 0 0 76 L 21 0 0 0 L 368 0 0 76 L 13 L 381 0 0 76 L 377 0 0 78 L 390 0 0 78Industrial Ave / Williston Rd / US 2 T 370 400 0 0 T 431 466 0 0 T 24 10 0 0 T 455 476 0 0 T 16 48 T 471 525 0 0 T 466 488 0 0 T 482 536 0 0Day, Date R 0 51 0 356 1540 R 0 59 0 415 1795 R 0 0 0 15 70 R 0 59 0 430 1865 R 44 121 R 0 59 0 474 1986 R 0 61 0 440 1910 R 0 61 0 484 2031Enter66845104211540Enter77952604911795Enter451001570Enter82453605061865Enter2948044121Enter85358405491986Enter84354905181910Enter87259705622031Exit43575634901540Exit50788140701795Exit242521070Exit53190642801865Exit1692130121Exit54799844101986Exit54492843801910Exit560102045102031% Trucks 10%10%19%% Trucks 10%10%0%19%% Trucks % Trucks 0%% Trucks % Trucks 0%0%0%0%% Trucks 0%0%0%0%% Trucks 0%0%0%0%Peds 0 0 0 0 PHF Peds 0%0%0%0%PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2EBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSB 7 L 14 142 10 3 L 19 188 13 4 L 0 11 0 0 L 19 199 13 4 L 1 2 L 19 199 15 4 L 19 204 14 4 L 20 204 15 4Gregory Dr / Williston Rd / US 2 T 477 580 1 0 T 632 769 1 0 T 33 4 0 0 T 665 773 1 0 T 29 92 T 694 865 1 0 T 681 792 1 0 T 710 884 1 0Day, Date R 34 15 35 3 1314 R 45 20 46 4 1742 R 0 0 12 0 60 R 45 20 58 4 1802 R 2 0 126 R 47 20 58 4 1928 R 46 20 60 4 1846 R 48 20 60 5 1971Enter5257374661314Enter6969776181742Enter331512060Enter7299927381802Enter329220126Enter76110847581928Enter74610177581846Enter77811087691971Exit515593301761314Exit683786402331742Exit45401160Exit728790402441802Exit299412126Exit757884412461928Exit745810412501846Exit774904422521971% Trucks % Trucks % Trucks % Trucks 0%% Trucks % Trucks 0%0%0%0%% Trucks 0%0%0%0%% Trucks 0%0%0%0%Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB8L053214146L053214146L03463L056260149L529L061260178L057265153L062265182Hinesburg Rd / Williston Rd T 535 491 155 259 T 535 491 155 259 T 35 58 23 17 T 570 549 178 276 T 113 44 T 683 593 178 276 T 583 561 182 282 T 696 605 182 282 7/3/2018 R 137 45 36 1 2072 R 137 45 36 1 2072 R 34 7 1 0 227 R 171 52 37 1 2299 R 4 7 202 R 171 56 44 1 2501 R 174 53 38 1 2351 R 174 57 45 1 2553 7:45-8:45 Enter 672 589 405 406 2072 Enter 672 589 405 406 2072 Enter 69 68 70 20 227 Enter 741 657 475 426 2299 Enter 113 53 7 29 202 Enter 854 710 482 455 2501 Enter 758 672 485 436 2351 Enter 871 725 492 466 2553 Exit 717 706 200 449 2072 Exit 717 706 200 449 2072 Exit 39 104 30 54 227 Exit 756 810 230 503 2299 Exit 150 44 4 5 202 Exit 906 854 234 508 2501 Exit 774 828 235 514 2351 Exit 924 872 239 519 2553% Trucks 6%10%3%3%% Trucks % Trucks % Trucks % Trucks % Trucks 0%0%0%0%% Trucks 0%0%0%0%% Trucks 0%0%0%0% Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB9L159201363L159201363L053050L159731413L2116L180731429L163741422L184741438Kennedy Drive / Kimball Ave T 2 10 317 237 T 2 10 317 237 T 0 0 38 27 T 2 10 355 264 T 46 10 T 2 10 401 274 T 2 10 363 270 T 2 10 409 280 6/23/2015 R 153 11 298 3 1574 R 153 11 298 3 1574 R 0 88 52 0 308 R 153 99 350 3 1882 R 13 0 106 R 153 112 350 3 1988 R 157 99 357 3 1921 R 157 112 357 3 20287:30-8:30AM Enter 314 41 616 603 1574 Enter 314 41 616 603 1574 Enter 0 141 90 77 308 Enter 314 182 706 680 1882 Enter 21 13 46 26 106 Enter 335 195 752 706 1988 Enter 322 183 721 695 1921 Enter 343 196 768 721 2028 Exit 663 14 487 410 1574 Exit 663 14 487 410 1574 Exit 102 0 126 80 308 Exit 765 14 613 490 1882 Exit 16 0 80 10 106 Exit 781 14 693 500 1988 Exit 782 14 625 500 1921 Exit 797 14 705 510 2028% Trucks 0%9%5%4%% Trucks % Trucks % Trucks % Trucks % Trucks 0%0%0%0%% Trucks 0%0%0%0%% Trucks 0%0%0%0% Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 2027 AM Build # BTV Industrial Development Unadjusted Data 2022 AM No Build Trip Generation 2022 AM Build 2027 AM No BuildBalanced Unadjusted Data Site Specific Computations - PM Peak Hour Vols Total Enter Exit Project: Location: South Burlington, VT Design Year 1: 2022 Site Trips 513 172 341 Calculated by: AND Date:Design Year 2: 2027 Truck Trips 24 8 15 Checked by: KMS Vehicle Trips 489 163 326 Build Year Growth Factor: 1.03 (adjustment for 2022 to 2027) Build Year and DHV: * underlined roadway is N/S 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 1: Site Driveway / US 2 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB 1 L 18 12 L 19 0 0 12 L 0 0 0 0 L 19 0 0 12 L 122 81 L 141 0 0 94 L 19 0 0 13 L 142 0 0 94 Site Driveway / US 2 T 738 720 T 769 750 0 0 T 15 23 0 0 T 784 773 0 0 T 3 2 T 787 775 0 0 T 803 792 0 0 T 806 794 0 0 5/27/2021 R 16 24 1528 R 0 17 0 25 1591 R 0 0 0 0 38 R 0 17 0 25 1629 R 41 244 494 R 0 57 0 269 2123 R 0 17 0 26 1669 R 0 58 0 270 2163 4:30-5:30PM Enter 756 736 0 36 1528 Enter 787 767 0 37 1591 Enter 15 23 0 0 38 Enter 802 790 0 37 1629 Enter 125 43 0 326 494 Enter 928 832 0 363 2123 Enter 822 809 0 38 1669 Enter 947 851 0 364 2163 Exit 750 744 34 0 1528 Exit 781 775 35 0 1591 Exit 15 23 0 0 38 Exit 796 798 35 0 1629 Exit 85 246 163 0 494 Exit 881 1044 199 0 2123 Exit 816 817 36 0 1669 Exit 900 1064 199 0 2163 % Trucks 4%4%5%% Trucks % Trucks % Trucks 4%4%0%5%% Trucks % Trucks 4%4%0%5%% Trucks 4%4%0%5%% Trucks 4%4%0%5%Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 2: Shunpike / US 2 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB 2 L 11 7 L 0 11 7 0 L 0 0 0 0 L 0 11 7 0 L L 0 11 7 0 L 0 12 7 0 L 0 12 7 0 Shunpike / US 2 T 747 733 T 778 763 0 0 T 15 23 0 0 T 793 786 0 0 T 125 246 T 918 1033 0 0 T 812 806 0 0 T 938 1052 0 0 5/27/2021 R 7 9 1514 R 7 0 9 0 1577 R 0 0 0 0 38 R 7 0 9 0 1615 R 372 R 7 0 9 0 1987 R 7 0 10 0 1654 R 7 0 10 0 2026 4:30-5:30PM Enter 754 744 16 0 1514 Enter 785 775 17 0 1577 Enter 15 23 0 0 38 Enter 800 798 17 0 1615 Enter 125 246 0 0 372 Enter 926 1044 17 0 1987 Enter 820 817 17 0 1654 Enter 945 1064 17 0 2026 Exit 756 740 0 18 1514 Exit 787 771 0 19 1577 Exit 15 23 0 0 38 Exit 802 794 0 19 1615 Exit 125 246 0 0 372 Exit 928 1040 0 19 1987 Exit 822 813 0 19 1654 Exit 947 1059 0 19 2026 % Trucks 4%4%2%% Trucks % Trucks % Trucks 4%4%2%0%% Trucks % Trucks 4%4%2%0%% Trucks 4%4%2%0%% Trucks 4%4%2%0% Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds PHF Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2 3: Valley Rd / Shunpike Rd / US 2EBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSBEBWBNBSB 3 L 9 8 7 12 L 9 8 7 12 L 0 0 0 0 L 9 8 7 12 L L 9 8 7 12 L 10 9 7 13 L 10 9 7 13Valley Rd / Shunpike Rd / US 2 T 738 712 9 3 T 769 742 9 3 T 15 23 0 0 T 784 765 9 3 T 125 246 T 909 1011 9 3 T 803 783 10 3 T 928 1030 10 3 5/27/2021 R 7 16 0 21 1542 R 7 17 0 22 1606 R 0 0 0 0 38 R 7 17 0 22 1644 R 372 R 7 17 0 22 2016 R 7 17 0 22 1684 R 7 17 0 22 2056 4:30-5:30PM Enter 754 736 16 36 1542 Enter 785 767 17 37 1606 Enter 15 23 0 0 38 Enter 800 790 17 37 1644 Enter 125 246 0 0 372 Enter 926 1036 17 37 2016 Enter 820 809 17 38 1684 Enter 945 1055 17 38 2056 Exit 750 740 34 18 1542 Exit 781 771 35 19 1606 Exit 15 23 0 0 38 Exit 796 794 35 19 1644 Exit 125 246 0 0 372 Exit 921 1040 35 19 2016 Exit 816 813 36 19 1684 Exit 941 1059 36 19 2056 % Trucks 4%4%2%5%% Trucks % Trucks % Trucks 4%4%2%5%% Trucks % Trucks 4%4%2%5%% Trucks 4%4%2%5%% Trucks 4%4%2%5% Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds PHF Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 4: Aviation Avenue / US 2 4: Aviation Avenue / US 2 4: Aviation Avenue / US 2 4: Aviation Avenue / US 2 4: Aviation Avenue / US 2 4: Aviation Avenue / US 2 4: Aviation Avenue / US 2 4: Aviation Avenue / US 2 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB 4 L 9 6 L 11 7 L 0 0 0 0 L 11 0 0 7 0.182 0.2 L 7 3 L 18 0 0 10 L 11 0 0 7 L 18 0 0 10Aviation Avenue / US 2 T 604 653 T 729 788 T 15 23 0 0 T 744 811 0 0 0.818 0.8 T 122 244 T 866 1055 0 0 T 762 830 0 0 T 884 1075 0 02/3/2021 R 2 24 1298 R 2 29 1566 R 0 0 0 0 38 R 0 2 0 29 1604 R 2 12 391 R 0 4 0 41 1995 R 0 2 0 30 1643 R 0 4 0 42 2034 Enter 613 655 0 30 1298 Enter 739 790 0 36 1566 Enter 15 23 0 0 38 Enter 754 813 0 36 1604 Enter 129 246 0 15 391 Enter 884 1059 0 51 1995 Enter 773 833 0 37 1643 Enter 902 1079 0 52 2034 Exit 610 677 11 0 1298 Exit 736 817 13 0 1566 Exit 15 23 0 0 38 Exit 751 840 13 0 1604 Exit 125 257 9 0 391 Exit 876 1096 22 0 1995 Exit 769 860 14 0 1643 Exit 895 1117 23 0 2034 % Trucks 3% 1% 0% 3%% Trucks 3% 1% 0% 3%% Trucks % Trucks 3%1%0%3%% Trucks 9%9%8%% Trucks 4%3%0%5%% Trucks 3%1%0%3%% Trucks 4%3%0%5% Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 5: Airport Drive / Kennedy Drive / US 2 5: Airport Drive / Kennedy Drive / US 2 5: Airport Drive / Kennedy Drive / US 2 5: Airport Drive / Kennedy Drive / US 2 5: Airport Drive / Kennedy Drive / US 2 5: Airport Drive / Kennedy Drive / US 2 5: Airport Drive / Kennedy Drive / US 2 5: Airport Drive / Kennedy Drive / US 2 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB 5 L 28 200 236 167 L 28 200 236 167 L 0 23 54 0 L 28 223 290 167 L 67 29 L 28 290 290 196 L 29 228 296 171 L 29 295 296 201 Airport Drive / Kennedy Drive / US 2 T 367 473 261 157 T 367 473 261 157 T 0 0 18 26 T 367 473 279 183 T 65 141 T 432 614 279 183 T 376 485 286 187 T 441 626 286 187 7/2/2018 R 108 163 186 18 2364 R 108 163 186 18 2364 R 82 0 15 0 218 R 190 163 201 18 2582 R 49 35 386 R 190 212 236 18 2968 R 193 167 206 18 2641 R 193 216 241 18 30274:00-5:00 PM Enter 503 836 683 342 2364 Enter 503 836 683 342 2364 Enter 82 23 87 26 218 Enter 585 859 770 368 2582 Enter 65 257 35 29 386 Enter 650 1116 805 397 2968 Enter 598 880 787 377 2641 Enter 662 1136 822 406 3027Exit7207274524652364Exit7207274524652364Exit155418131218Exit7357814705962582Exit1291414967386Exit8649225196632968Exit7537994816082641Exit8829405306743027 % Trucks 4%4%5%2%% Trucks 4% 4% 5% 2%% Trucks % Trucks 4%4%5%2%% Trucks 9%8%9%9%% Trucks 4%5%5%3%% Trucks 4%4%5%2%% Trucks 4%5%5%2% Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 6: Industrial Ave / Williston Rd / US 2 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB 6 L 90 0 89 L 118 0 0 117 L 13 0 0 0 L 131 0 0 117 L 16 L 147 0 0 117 L 134 0 0 120 L 150 0 0 120 Industrial Ave / Williston Rd / US 2 T 398 397 0 T 522 520 0 0 T 16 16 0 0 T 538 536 0 0 T 66 21 T 604 557 0 0 T 551 549 0 0 T 617 570 0 0 Day, Date R 0 80 376 1430 R 0 105 0 493 1874 R 0 0 0 29 74 R 0 105 0 522 1948 R 20 123 R 0 105 0 542 2072 R 0 107 0 534 1995 R 0 107 0 555 2119 Enter 488 477 0 465 1430 Enter 640 625 0 610 1874 Enter 29 16 0 29 74 Enter 669 641 0 639 1948 Enter 82 21 0 20 123 Enter 751 662 0 659 2072 Enter 685 657 0 654 1995 Enter 767 678 0 674 2119 Exit 487 773 170 0 1430 Exit 638 1013 223 0 1874 Exit 16 45 13 0 74 Exit 654 1058 236 0 1948 Exit 66 41 16 0 123 Exit 720 1100 252 0 2072 Exit 670 1084 241 0 1995 Exit 736 1125 257 0 2119 % Trucks 12%10%12%% Trucks 12%10%0%12%% Trucks % Trucks 12%10%0%12%% Trucks % Trucks 12%10%0%12%% Trucks 12%10%0%12%% Trucks 12%10%0%12%Peds 0 0 0 0 PHF Peds 0%0%0%0%PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHFPeak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 7: Gregory Dr / Williston Rd / US 2 EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB 7 L 9 18 14 7 L 10 21 16 8 L 0 13 0 0 L 10 34 16 8 L 1 1 L 12 34 17 8 L 11 34 17 8 L 12 34 17 8 Gregory Dr / Williston Rd / US 2 T 609 687 1 0 T 704 795 1 0 T 19 9 0 0 T 723 804 1 0 T 82 41 T 805 845 1 0 T 741 824 1 0 T 823 865 1 0 Day, Date R 10 9 99 9 1472 R 12 10 115 10 1703 R 0 0 10 0 51 R 12 10 125 10 1754 R 1 1 127 R 13 10 125 11 1881 R 12 11 127 11 1796 R 13 11 127 11 1924 Enter 628 714 114 16 1472 Enter 726 826 132 19 1703 Enter 19 22 10 0 51 Enter 745 848 142 19 1754 Enter 85 41 1 1 127 Enter 830 889 143 19 1881 Enter 764 869 145 19 1796 Enter 848 910 146 20 1924 Exit 715 710 19 28 1472 Exit 827 821 22 32 1703 Exit 29 9 0 13 51 Exit 856 830 22 45 1754 Exit 82 43 1 1 127 Exit 938 873 23 47 1881 Exit 877 851 23 46 1796 Exit 959 894 24 48 1924 % Trucks % Trucks % Trucks % Trucks 0%0%0%0%% Trucks % Trucks 0%0%0%0%% Trucks 0%0%0%0%% Trucks 0%0%0%0% Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peds 0 0 0 0 PHF Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd 8: Hinesburg Rd / Williston Rd EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB 8 L 3 90 213 91 L 3 90 213 91 L 0 2 24 8 L 3 92 237 99 L 15 10 L 3 107 237 109 L 3 94 242 101 L 3 109 242 111Hinesburg Rd / Williston Rd T 416 658 230 204 T 416 658 230 204 T 63 42 12 21 T 479 700 242 225 T 48 113 T 527 813 242 225 T 489 716 248 230 T 538 829 248 230 7/2/2018 R 104 78 62 11 2160 R 104 78 62 11 2160 R 42 5 3 0 222 R 146 83 65 11 2382 R 13 7 206 R 146 96 72 11 2588 R 149 85 67 11 2436 R 149 98 73 11 2642 4:30-5:30PM Enter 523 826 505 306 2160 Enter 523 826 505 306 2160 Enter 105 49 39 29 222 Enter 628 875 544 335 2382 Enter 48 141 7 10 206 Enter 676 1016 551 345 2588 Enter 641 896 557 343 2436 Enter 689 1037 563 353 2642 Exit 569 882 311 398 2160 Exit 569 882 311 398 2160 Exit 74 66 17 65 222 Exit 643 948 328 463 2382 Exit 65 113 13 15 206 Exit 708 1061 341 478 2588 Exit 657 970 336 473 2436 Exit 722 1083 349 488 2642 % Trucks 5%2%1%3%% Trucks % Trucks % Trucks 5%2%1%3%% Trucks % Trucks 5%2%1%3%% Trucks 5%2%1%3%% Trucks 5%2%1%3% Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds PHF Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball Ave 9: Kennedy Drive / Kimball AveEB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB EB WB NB SB9L 14 422 18 119 L 14 436 19 123 L 3 43 0 95 L 17 479 19 218 L 1 24 L 18 479 19 242 L 18 490 19 221 L 19 490 19 245Kennedy Drive / Kimball Ave T 3 15 347 329 T 3 15 359 340 T 0 0 24 36 T 3 15 383 376 T 18.75 41 T 3 15 401 417 T 3 16 392 384 T 3 16 410 425 6/22/2015 R 13 286 206 16 1788 R 13 296 213 17 1848 R 37 26 48 0 312 R 50 322 261 17 2160 R 16 2 102 R 50 337 261 18 2262 R 51 329 266 17 2206 R 51 345 266 19 2308 4:30-5:30PM Enter 30 723 571 464 1788 Enter 31 747 590 479 1848 Enter 40 69 72 131 312 Enter 71 816 662 610 2160 Enter 1 16 19 67 102 Enter 72 832 681 677 2262 Enter 72 835 677 622 2206 Enter 73 851 696 689 2308 Exit 328 49 647 764 1788 Exit 339 51 669 789 1848 Exit 143 0 53 116 312 Exit 482 51 722 905 2160 Exit 24 2 35 41 102 Exit 506 52 757 946 2262 Exit 490 52 738 925 2206 Exit 514 54 774 966 2308 % Trucks 0%1%3%2%% Trucks % Trucks % Trucks 0%1%3%2%% Trucks % Trucks 0%1%3%2%% Trucks 0%1%3%2%% Trucks 0%1%3%2% Peds PHF Peds PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds 0 0 0 0 PHF Peds PHF Peds PHF Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour Peak Hour 2027 PM Build BTV Industrial Development Trip Generation2022 PM No BuildUnadjusted Data 2022 PM Build 2027 PM No BuildBalanced Unadjusted Data Site Specific # Site Specific TripsWeekday Peak Hour TripsAM Peak HourLegend(PM Peak Hour)Figure 2for the Site Specific Developments No Build 2022Weekday Peak Hour TripsAM Peak HourLegend(PM Peak Hour)Figure 3 No Build 2027Weekday Peak Hour TripsAM Peak HourLegend(PM Peak Hour)Figure 4 Trip Generation - Project Specific Code Land Use Size Unit % enter % exit # studies Avg Rate Std Dev. Total by Avg r2 total by Eq'n Method Chosen Total Trips Entering Exiting % enter % exit # studies Avg Rate Std Dev. Total by Avg r2 total by Eq'n Method Chosen Total Trips Entering Exiting Manufacturing Facility 710 Office 250 employees 88%12%153 0.49 0.16 123 0.86 162 regression 162 142 19 17%83%163 0.45 0.18 113 0.82 145 regression 145 25 120 140 Manufacturing 225 employees 73%27%37 0.32 0.18 72 0.83 83 regression 83 61 23 37%63%37 0.31 0.17 70 0.90 81 regression 81 30 51 Training Facility 22 General Aviation (BETA Maintenance and General Use)15 employees 50%50%1 1.58 ****24 N/A N/A average 24 12 12 55%45%1 1.57 ****24 N/A N/A average 24 13 11 180 Specialty Trade Contractor (Training Facility)25 ksf 74%26%20 1.66 2 42 N/A N/A average 42 31 11 32%68%19 1.93 1.98 48 N/A N/A average 48 15 33 Commercial Building 2 565 Day Care Center 75 students 53%47%75 0.78 0.25 59 0.69 58 average 59 31 27 47%53%75 0.79 0.30 59 0.57 57 average 59 28 31 Commercial Building 3 820 Shopping Center 18.9 ksf 62%38%44 0.84 0.42 16 0.56 145 regression 145 90 55 48%52%126 3.4 1.26 64 0.7 170 regression 170 82 88 710 Office 18.9 ksf 88%12%221 1.52 0.58 29 0.78 40 regression 40 35 5 17%83%232 1.44 0.60 27 0.77 42 regression 42 7 35 AM Peak Hour Total Site Trips:554 402 152 PM Peak Hour Total Site Trips:568 199 369 Site Land Uses and Descriptions AM PK HR OF ADJACENT STREET TRAFFIC PM PK HR OF ADJACENT STREET TRAFFIC directional dist. average regression # trips directional dist. average regression # trips Trip Generation - Project Specific Code Land Use Size Unit Manufacturing Facility 710 Office 250 employees 140 Manufacturing 225 employees Training Facility 22 General Aviation (BETA Maintenance and General Use)15 employees180Specialty Trade Contractor (Training Facility)25 ksf Commercial Building 2 565 Day Care Center 75 students Commercial Building 3 820 Shopping Center 18.9 ksf 710 Office 18.9 ksf Site Land Uses and Descriptions Total Entering Exiting Total Entering Exiting Total Entering Exiting Total Entering Exiting Total Entering Exiting Total Entering Exiting Total Entering Exiting Total Entering Exiting Total % enter % exit Total Entering Exiting Total % enter % exit Enterin g Exiting 162 142 19 145 25 120 3.8%7.7%0.0%6 11 0 3.8%3.8%3.8%6 1 5 83 61 23 81 30 51 7.8%7.9%7.7%7 5 2 4.9%4.2%5.6%4 1 3 24 12 12 24 13 11423111481533 4.5%6.1%3.0%2 2 0 3.0%3.0%3.0%1 0 1 4 4 0 55 27 27 0 0 0 4 4 0 4 0 4 56 28 28 0 0 0 4 0 4 6.3%5.0%7.5%0 0 0 11.3%5.0%17.5%0 0 1 145 90 55 170 82 88 2.4%2.5%2.3%3 2 1 6.1%6.8%5.3%10 6 5 40 35 5 42 7 35 3.8%7.7%0.0%2 3 0 3.8%3.8%3.8%2 0 1 AM Peak Hour Total Site Trips:499 374 124 PM Peak Hour Total Site Trips:513 172 341 26 23 3 24 8 15 Internal Capture Pass By Staff Internal Capture Pass By Total 1 0.3 Staff AM PK HR PM PK HR % of 24-hr truck trips % of 24-hr truck trips 1 0.3 Total AM Internal Capture PM Internal Capture Trip GenerationWeekday Peak Hour TripsAM Peak HourLegend(PM Peak Hour)Figure 5 Build 2022Weekday Peak Hour TripsAM Peak HourLegend(PM Peak Hour)Figure 6 Build 2027Weekday Peak Hour TripsAM Peak HourLegend(PM Peak Hour)Figure 7 ARTICLE 10 OVERLAY DISTRICTS South Burlington Land Development Regulations B. Comprehensive Plan. These regulations hereby implement the relevant portions of the City of South Burlington's adopted Comprehensive Plan, and are in accord with the policies set forth therein. C. Permitted Uses. Those uses allowed as permitted uses in any Zoning District within the City may be permitted in the Traffic Overlay District only in accordance with the provisions of this section. D. Conditional Uses. Those uses allowed as conditional uses in any Zoning District within the City may be permitted in the Traffic Overlay District only in accordance with the provisions of this section. E. Establishment of Traffic Overlay Zones. The following zones are established based on their location in relation to the identified critical intersections or roadways on the Overlay District Map. The location and dimensions of major intersections, high-volume roadway segments, and the balance of restricted roadway segments, as described in this section are shown on the Overlay District Map. The location of the access point to a lot is the main determinant ruling on whether a lot is subject to these regulations. In situations where a lot is located in more than one zone, the location of the driveway will determine the zone that applies to the parcel. A lot that does not directly front on a Traffic Overlay zone but has an actively used access to it via an easement is subject to the restrictions for that zone. However, this rule would not apply to an existing lot with an existing access that would be connected to as a result of these access management objectives. If a parcel has one driveway in one zone and another driveway in another zone, the zone which is more restrictive shall apply to the entire property. A lot located in a Traffic Overlay Zone but without access in that zone is not subject to these regulations. Other locations and types of access are not restricted. (1) Traffic Overlay Zone 1. Zone 1 shall consist of all lots within a specified distance from a major intersection as identified on the Overlay District Map. The distances from the intersection are defined as center-line to center-line distances between the closest driveway of the subject lot and the center line of the roadway intersecting the roadway fronting the subject parcel. (2) Traffic Overlay Zone 2. Zone 2 shall consist of all lots with access to a high-volume roadway segment as identified on the Overlay District Map. Zone 2A: Access to a high-volume roadway via a private driveway Zone 2B: Access to a high-volume roadway via a public roadway with an unsignalized intersection Zone 2C: Access to a high-volume roadway via a public roadway or a private driveway with a roundabout or a signalized intersection. (3) Traffic Overlay Zone 3. Zone 3 shall consist of all lots with access to the balance of road segments as identified on the Overlay District Map. Zone 3 regulations only apply to parcels with private driveways or culs-de-sac. F. Calculation Procedures for Traffic Overlay Zones. (1) Maximum Allowable Traffic Generation (Traffic Budget). The size of an allowable use on any lot in a traffic overlay zone shall be such that its traffic generation will not exceed the maximum allowable traffic generation – the Traffic Budget. The traffic budget is calculated by multiplying the size of the lot by the maximum traffic generation rate (i.e. maximum peak hour trip ends per 40,000 SF) applicable to the traffic overlay zone in which the lot is located as shown in Table 10-1 below. In the determination of the allowable maximum size for a use, the definitions and standards in this Section 10.02 shall apply. Specific procedures and examples are contained in Appendix B. If the maximum permitted size for a use or any lot is too small to allow reasonable activity normally associated with that use, then that use shall not be Page 184 ARTICLE 10 OVERLAY DISTRICTS South Burlington Land Development Regulations permitted on the lot. The maximum size of a proposed use must be in compliance with all other zoning regulations of the City of South Burlington. (2) Estimating the traffic generation of the proposed use: Traffic generation estimates for the use under consideration shall be based on the latest TRIP GENERATION manual published by the Institute of Traffic Engineers (the 7th Edition of 2003 and subsequent editions). The Development Review Board or Administrative Officer may approve or may require traffic generation estimates from other sources, including local traffic counts, if the ITE Trip Generation manual does not contain any data for a specified use, or sufficient data for a specified use, or if a use contains unique characteristics that cause it to differ from national traffic estimates. See Appendix B for guidance. (3) Peak Hour for evaluation. The peak hour shall be the PM Peak Hour of Adjacent Street Traffic, one hour between 4 and 6 p.m. This is the highest continuous hour in terms of traffic generation between 4 p.m. and 6 p.m. Traffic generation is defined as the total number of vehicle trip ends at the use in question. (4) Since access management and conflict resolution of turning vehicles are a major objective of this Traffic Overlay Zone, no credits are allowed for “pass-by” or diverted traffic. G. Peak Hour Trip Generation Limits per 40,000 SF of land area: The maximum permitted peak hour volume per 40,000 square feet of land area in any zone shall be as set forth in Table 10-1 below. Table 10-1 Maximum Peak Hour Trip Ends per 40,000 SF Zone Max. number of peak hour trip ends per 40,000 SF of land area 1 15 2A 20 2B 25 2C 30 3 45 The above allowable traffic generation rates assume a mix of right-turn and left-turn movements in and out of the site driveways. If a site is located along an arterial with a raised median thus preventing all left turns, the traffic budget for that site shall be increased by 15%. This Traffic Budget credit of 15% can only be taken when all site access points off the adjacent arterial(s) are for right-turns-in and right-turns-out only. H. Standards for Adjustments to a Project’s Traffic Generation Calculation or to a Site’s Traffic Budget (1) The Development Review Board or, within the Form Based Code District the Administrative Officer, may allow adjustments to the project’s traffic generation or may approve peak hour traffic volumes above the standards set forth in Section 10.02(F) above for a lot in a traffic overlay zone if the Development Review Board, or within the Form Based Code District the Administrative Officer, determines that other site improvements with respect to improved access management, internal circulation, connections between adjacent properties, and improved pedestrian and/or transit access, will produce a net benefit for traffic flow in the immediate vicinity of the project. See Appendix B for guidance on adjustments. (2) In the event that the existing peak hour trip generation of the uses presently authorized and operating on the site exceeds the maximum allowable traffic budget for the site including credits, the existing peak hour trip generation shall be the maximum allowable for the site, and no additional credits shall be provided for site improvements or any other cause. This provision shall not alleviate the responsibility of the applicant to make traffic and other site improvements required by the DRB, or within Page 185 BurlingtonInternational Airport Overlay Districts- Map 2 ¹ Disclaimer:Some areas may be subject to more than one overlay district.The accuracy of information presented is determined by its sources.Errors and omissions may exist. The City of South Burlington is not responsible for these. Questions of on-the-ground location can beresolved by site inspections and/or surveys by registered surveyors.This map is not sufficient for delineation of features on the gound. This map identifies the presence of features, and may indicate relationships between features, but it is not a replacement for surveyed information or engineering studies. Map updated by South Burlington GIS. All data is in Vermont State Plane Coordinate System, NAD 1983. 0 2,000 4,0001,000 Feet Effective August 6, 2018 \\pwserver\GISdata\Planning&Zoning\mapRequests\LDR\OverlayDistricts_Map_2_20180807_1006..mxd South Burlington, Vermont Map Features Roads Tax Parcel Boundaries Traffic Overlay District Major Intersections - Zone 1 High Volume Roadway Segments - Zones 2A, 2B, 2C Balance of Restricted Roads - Zone 3 Transit Overlay District Transit Route Transit Overlay District Airport Approach Corridors Airport Approach Corridors Page 355 \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\Appendix\Industrial Development Appendices Cover Sheet.docx Intersection Capacity Analysis Lanes, Volumes, Timings 3: Shunpike Rd & US 2 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 43 734 12 10 720 32 6 4 12 11 6 7 Future Volume (vph) 43 734 12 10 720 32 6 4 12 11 6 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.994 0.926 0.961 Flt Protected 0.997 0.999 0.987 0.978 Satd. Flow (prot) 0 1818 0 0 1747 0 0 1702 0 0 1701 0 Flt Permitted 0.997 0.999 0.987 0.978 Satd. Flow (perm) 0 1818 0 0 1747 0 0 1702 0 0 1701 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1323 340 842 1060 Travel Time (s) 30.1 7.7 19.1 24.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 2% 2% 2% 5% 5% 5% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 43 734 12 10 720 32 6 4 12 11 6 7 Shared Lane Traffic (%) Lane Group Flow (vph) 0 789 0 0 762 0 0 22 0 0 24 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 75.0% ICU Level of Service D Analysis Period (min) 15 HCM 6th TWSC 3: Shunpike Rd & US 2 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 2 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 43 734 12 10 720 32 6 4 12 11 6 7 Future Vol, veh/h 43 734 12 10 720 32 6 4 12 11 6 7 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 4 4 4 8 8 8 2 2 2 5 5 5 Mvmt Flow 43 734 12 10 720 32 6 4 12 11 6 7 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 752 0 0 746 0 0 1589 1598 740 1590 1588 736 Stage 1 - - - - - - 826 826 - 756 756 - Stage 2 - - - - - - 763 772 - 834 832 - Critical Hdwy 4.14 - - 4.18 - - 7.12 6.52 6.22 7.15 6.55 6.25 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.15 5.55 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.15 5.55 - Follow-up Hdwy 2.236 - - 2.272 - - 3.518 4.018 3.318 3.545 4.045 3.345 Pot Cap-1 Maneuver 849 - - 835 - - 87 106 417 85 106 414 Stage 1 - - - - - - 366 387 - 396 412 - Stage 2 - - - - - - 397 409 - 358 380 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 849 - - 835 - - 75 95 417 73 95 414 Mov Cap-2 Maneuver - - - - - - 75 95 - 73 95 - Stage 1 - - - - - - 334 353 - 362 403 - Stage 2 - - - - - - 376 400 - 314 347 - Approach EB WB NB SB HCM Control Delay, s 0.5 0.1 34 49.7 HCM LOS D E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 146 849 - - 835 - - 104 HCM Lane V/C Ratio 0.151 0.051 - - 0.012 - - 0.231 HCM Control Delay (s) 34 9.5 0 - 9.4 0 - 49.7 HCM Lane LOS D A A - A A - E HCM 95th %tile Q(veh) 0.5 0.2 - - 0 - - 0.8 Lanes, Volumes, Timings 4: US 2 & Aviation Avenue 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 33 770 717 12 4 4 Future Volume (vph) 33 770 717 12 4 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 250 250 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1752 1845 1877 0 1752 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1752 1845 1877 0 1752 1568 Link Speed (mph) 30 30 30 Link Distance (ft) 963 673 785 Travel Time (s) 21.9 15.3 17.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 3% 1% 1% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 33 770 717 12 4 4 Shared Lane Traffic (%) Lane Group Flow (vph) 33 770 729 0 4 4 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Stop Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 50.5% ICU Level of Service A Analysis Period (min) 15 Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 459 208 186 378 98 200 178 246 156 188 11 Future Volume (vph) 18 459 208 186 378 98 200 178 246 156 188 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 150 0 250 250 250 0 0 90 Storage Lanes 0 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.953 0.969 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3308 0 1671 3239 0 1656 1743 1482 1752 1845 1568 Flt Permitted 0.480 0.269 0.350 0.645 Satd. Flow (perm) 877 3308 0 473 3239 0 610 1743 1482 1190 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 63 34 246 245 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1038 510 987 604 Travel Time (s) 23.6 11.6 22.4 13.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 18 459 208 186 378 98 200 178 246 156 188 11 Shared Lane Traffic (%) Lane Group Flow (vph) 18 667 0 186 476 0 200 178 246 156 188 11 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 4 Switch Phase Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 43.0 25.0 58.0 23.0 36.0 36.0 16.0 29.0 29.0 Total Split (%) 8.3% 35.8% 20.8% 48.3% 19.2% 30.0% 30.0% 13.3% 24.2% 24.2% Maximum Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 43.1 39.0 56.9 53.4 33.8 20.2 20.2 25.6 15.9 15.9 Actuated g/C Ratio 0.41 0.37 0.54 0.51 0.32 0.19 0.19 0.24 0.15 0.15 v/c Ratio 0.05 0.53 0.48 0.29 0.60 0.53 0.51 0.46 0.67 0.02 Control Delay 14.8 26.5 17.9 16.2 33.8 44.3 8.5 30.8 55.5 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.8 26.5 17.9 16.2 33.8 44.3 8.5 30.8 55.5 0.1 LOS B C B B C D A C E A Approach Delay 26.2 16.7 26.9 42.9 Approach LOS C B C D 90th %ile Green (s) 4.0 38.8 17.2 52.0 17.0 30.0 30.0 10.0 23.0 23.0 90th %ile Term Code Max Hold Gap MaxR Max Hold Hold Max Max Max 70th %ile Green (s) 4.0 42.1 13.9 52.0 17.0 26.4 26.4 10.0 19.4 19.4 70th %ile Term Code Max Hold Gap MaxR Max Hold Hold Max Gap Gap 50th %ile Green (s) 0.0 37.0 11.6 54.6 14.6 20.4 20.4 10.0 15.8 15.8 50th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 30th %ile Green (s) 0.0 37.0 9.8 52.8 12.3 15.4 15.4 10.0 13.1 13.1 30th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 10th %ile Green (s) 0.0 38.4 7.6 52.0 9.6 11.3 11.3 8.1 9.8 9.8 10th %ile Term Code Skip Hold Gap MaxR Gap Hold Hold Gap Gap Gap Queue Length 50th (ft) 5 164 62 79 96 105 0 72 118 0 Queue Length 95th (ft) 19 270 120 158 169 185 64 133 209 0 Internal Link Dist (ft) 958 430 907 524 Turn Bay Length (ft) 150 250 250 90 Base Capacity (vph) 392 1269 475 1662 380 504 603 349 409 538 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.53 0.39 0.29 0.53 0.35 0.41 0.45 0.46 0.02 Intersection Summary Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 6 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 105 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.67 Intersection Signal Delay: 26.2 Intersection LOS: C Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 116.4 50th %ile Actuated Cycle: 103 30th %ile Actuated Cycle: 96.2 10th %ile Actuated Cycle: 89.4 Splits and Phases: 5: Kennedy Drive/Airport Drive & US 2 HCM 6th Signalized Intersection Summary 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 459 208 186 378 98 200 178 246 156 188 11 Future Volume (veh/h) 18 459 208 186 378 98 200 178 246 156 188 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1781 1781 1781 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 18 459 208 186 378 98 200 178 246 156 188 11 Peak Hour 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 Percent Heavy Veh, % 4 4 4 8 8 8 9 9 9 3 3 3 Cap, veh/h 450 975 438 404 1284 329 341 337 286 321 303 257 Arrive On Green 0.02 0.42 0.42 0.08 0.48 0.48 0.12 0.19 0.19 0.09 0.16 0.16 Sat Flow, veh/h 1753 2345 1055 1697 2667 684 1682 1767 1497 1767 1856 1572 Grp Volume(v), veh/h 18 341 326 186 238 238 200 178 246 156 188 11 Grp Sat Flow(s),veh/h/ln 1753 1749 1651 1697 1692 1658 1682 1767 1497 1767 1856 1572 Q Serve(g_s), s 0.6 15.3 15.5 6.4 9.2 9.4 10.5 9.8 17.2 7.8 10.2 0.6 Cycle Q Clear(g_c), s 0.6 15.3 15.5 6.4 9.2 9.4 10.5 9.8 17.2 7.8 10.2 0.6 Prop In Lane 1.00 0.64 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 450 727 686 404 815 798 341 337 286 321 303 257 V/C Ratio(X) 0.04 0.47 0.47 0.46 0.29 0.30 0.59 0.53 0.86 0.49 0.62 0.04 Avail Cap(c_a), veh/h 488 727 686 565 815 798 409 491 416 326 395 335 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 22.9 23.0 16.1 16.9 16.9 32.3 39.3 42.3 33.3 42.0 38.0 Incr Delay (d2), s/veh 0.0 2.2 2.3 0.8 0.9 1.0 1.6 1.3 11.8 1.1 2.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 6.7 6.4 2.5 3.7 3.7 4.4 4.4 7.2 3.4 4.8 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 17.7 25.1 25.3 17.0 17.8 17.9 33.9 40.6 54.1 34.4 44.1 38.1 LnGrp LOS B C C B B B C D D C D D Approach Vol, veh/h 685 662 624 355 Approach Delay, s/veh 25.0 17.6 43.8 39.7 Approach LOS C B D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.8 50.9 18.7 23.7 7.7 58.0 15.7 26.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 37.0 17.0 23.0 4.0 52.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 8.4 17.5 12.5 12.2 2.6 11.4 9.8 19.2 Green Ext Time (p_c), s 0.4 4.2 0.2 0.7 0.0 3.2 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 30.2 HCM 6th LOS C Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 8 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 368 455 476 59 76 430 Future Volume (vph) 368 455 476 59 76 430 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 2 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.985 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3433 1863 1835 0 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3433 1863 1835 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 10 180 Link Speed (mph) 30 30 30 Link Distance (ft) 528 597 249 Travel Time (s) 12.0 13.6 5.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 368 455 476 59 76 430 Shared Lane Traffic (%) Lane Group Flow (vph) 368 455 535 0 76 430 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Detector Phase 7 4 8 6 7 Switch Phase Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 9 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 9.5 Total Split (s) 14.0 41.0 27.0 24.0 14.0 Total Split (%) 21.5% 63.1% 41.5% 36.9% 21.5% Maximum Green (s) 9.5 36.5 22.5 19.5 9.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 9.3 34.6 20.8 19.5 33.4 Actuated g/C Ratio 0.15 0.55 0.33 0.31 0.53 v/c Ratio 0.73 0.45 0.88 0.14 0.47 Control Delay 36.1 10.1 37.6 17.5 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 36.1 10.1 37.6 17.5 7.4 LOS D B D B A Approach Delay 21.8 37.6 8.9 Approach LOS C D A 90th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 90th %ile Term Code Max Hold Max MaxR Max 70th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 70th %ile Term Code Max Hold Max MaxR Max 50th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 50th %ile Term Code Max Hold Max MaxR Max 30th %ile Green (s) 9.5 35.1 21.1 19.5 9.5 30th %ile Term Code Max Hold Gap MaxR Max 10th %ile Green (s) 8.6 28.9 15.8 19.5 8.6 10th %ile Term Code Gap Hold Gap MaxR Gap Queue Length 50th (ft) 73 94 188 22 53 Queue Length 95th (ft) #127 154 #352 50 114 Internal Link Dist (ft) 448 517 169 Turn Bay Length (ft) Base Capacity (vph) 517 1078 661 547 925 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.71 0.42 0.81 0.14 0.46 Intersection Summary Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 10 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 63.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 22.8 Intersection LOS: C Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15 90th %ile Actuated Cycle: 65 70th %ile Actuated Cycle: 65 50th %ile Actuated Cycle: 65 30th %ile Actuated Cycle: 63.6 10th %ile Actuated Cycle: 57.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Williston Rd & Industrial Ave HCM 6th Signalized Intersection Summary 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 11 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 368 455 476 59 76 430 Future Volume (veh/h) 368 455 476 59 76 430 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 368 455 476 59 76 430 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 476 1007 534 66 563 719 Arrive On Green 0.14 0.54 0.33 0.33 0.32 0.32 Sat Flow, veh/h 3456 1870 1632 202 1781 1585 Grp Volume(v), veh/h 368 455 0 535 76 430 Grp Sat Flow(s),veh/h/ln 1728 1870 0 1834 1781 1585 Q Serve(g_s), s 6.3 9.2 0.0 17.1 1.9 12.6 Cycle Q Clear(g_c), s 6.3 9.2 0.0 17.1 1.9 12.6 Prop In Lane 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 476 1007 0 601 563 719 V/C Ratio(X) 0.77 0.45 0.00 0.89 0.14 0.60 Avail Cap(c_a), veh/h 532 1106 0 669 563 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.7 8.7 0.0 19.7 15.1 12.6 Incr Delay (d2), s/veh 6.3 0.3 0.0 13.2 0.5 3.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 3.1 0.0 8.7 0.8 0.7 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.9 9.0 0.0 32.9 15.6 16.3 LnGrp LOS C A A C B B Approach Vol, veh/h 823 535 506 Approach Delay, s/veh 19.3 32.9 16.2 Approach LOS B C B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 37.7 24.0 13.0 24.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 36.5 19.5 9.5 22.5 Max Q Clear Time (g_c+I1), s 11.2 14.6 8.3 19.1 Green Ext Time (p_c), s 3.0 0.9 0.2 1.1 Intersection Summary HCM 6th Ctrl Delay 22.3 HCM 6th LOS C Lanes, Volumes, Timings 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 12 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 19 665 45 199 773 20 13 1 58 4 0 4 Future Volume (vph) 19 665 45 199 773 20 13 1 58 4 0 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 11 12 10 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 320 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.990 0.996 0.891 0.932 Flt Protected 0.950 0.950 0.991 0.976 Satd. Flow (prot) 1770 1721 0 1711 1855 0 0 1645 0 0 1694 0 Flt Permitted 0.950 0.950 0.991 0.976 Satd. Flow (perm) 1770 1721 0 1711 1855 0 0 1645 0 0 1694 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 237 301 312 Travel Time (s) 12.6 5.4 6.8 7.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 19 665 45 199 773 20 13 1 58 4 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 19 710 0 199 793 0 0 72 0 0 8 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.09 1.04 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 63.2% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 13 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 665 45 199 773 20 13 1 58 4 0 4 Future Vol, veh/h 19 665 45 199 773 20 13 1 58 4 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 320 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 19 665 45 199 773 20 13 1 58 4 0 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 793 0 0 710 0 0 1909 1917 688 1936 1929 783 Stage 1 - - - - - - 726 726 - 1181 1181 - Stage 2 - - - - - - 1183 1191 - 755 748 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 828 - - 889 - - 52 67 446 50 66 394 Stage 1 - - - - - - 416 430 - 232 264 - Stage 2 - - - - - - 231 261 - 401 420 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 828 - - 889 - - 42 51 446 35 50 394 Mov Cap-2 Maneuver - - - - - - 42 51 - 35 50 - Stage 1 - - - - - - 406 420 - 227 205 - Stage 2 - - - - - - 177 203 - 340 410 - Approach EB WB NB SB HCM Control Delay, s 0.2 2 46 69.1 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 157 828 - - 889 - - 64 HCM Lane V/C Ratio 0.459 0.023 - - 0.224 - - 0.125 HCM Control Delay (s) 46 9.4 - - 10.2 - - 69.1 HCM Lane LOS E A - - B - - F HCM 95th %tile Q(veh) 2.1 0.1 - - 0.9 - - 0.4 Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 570 171 56 549 52 260 178 37 149 278 1 Future Volume (vph) 0 570 171 56 549 52 260 178 37 149 278 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 600 0 200 0 0 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.965 0.988 0.974 0.999 Flt Protected 0.996 0.950 0.950 Satd. Flow (prot) 0 3415 0 0 3483 0 1770 1814 0 1770 1861 0 Flt Permitted 0.787 0.488 0.624 Satd. Flow (perm) 0 3415 0 0 2752 0 909 1814 0 1162 1861 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 75 17 16 Link Speed (mph) 30 30 30 30 Link Distance (ft) 252 1419 510 332 Travel Time (s) 5.7 32.3 11.6 7.5 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 0 570 171 56 549 52 260 178 37 149 278 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 741 0 0 657 0 260 215 0 149 279 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 2 1 2 Detector Template Thru Left Thru Left Thru Left Thru Leading Detector (ft) 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 Turn Type NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 4 8 8 5 2 1 6 Switch Phase Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 32.0 32.0 32.0 10.0 23.0 10.0 23.0 Total Split (%) 49.2% 49.2% 49.2% 15.4% 35.4% 15.4% 35.4% Maximum Green (s) 27.5 27.5 27.5 5.5 18.5 5.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 18.5 18.5 25.2 20.9 24.2 18.6 Actuated g/C Ratio 0.33 0.33 0.45 0.37 0.43 0.33 v/c Ratio 0.63 0.72 0.53 0.31 0.27 0.45 Control Delay 16.6 20.7 15.3 16.0 10.6 19.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 20.7 15.3 16.0 10.6 19.2 LOS B C B B B B Approach Delay 16.6 20.7 15.6 16.2 Approach LOS B C B B 90th %ile Green (s) 26.8 26.8 26.8 5.5 18.5 5.5 18.5 90th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 70th %ile Green (s) 21.0 21.0 21.0 5.5 18.5 5.5 18.5 70th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 50th %ile Green (s) 18.7 18.7 18.7 5.5 18.5 5.5 18.5 50th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 30th %ile Green (s) 15.5 15.5 15.5 5.5 18.5 5.5 18.5 30th %ile Term Code Gap Gap Gap Max MaxR Max MaxR 10th %ile Green (s) 12.0 12.0 12.0 5.5 28.5 0.0 18.5 10th %ile Term Code Gap Hold Hold Max Hold Skip MaxR Queue Length 50th (ft) 95 96 46 49 25 72 Queue Length 95th (ft) 141 144 111 116 66 158 Internal Link Dist (ft) 172 1339 430 252 Turn Bay Length (ft) 200 Base Capacity (vph) 1719 1363 491 684 558 616 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 0.43 0.48 0.53 0.31 0.27 0.45 Intersection Summary Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 16 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 56.3 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.72 Intersection Signal Delay: 17.5 Intersection LOS: B Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 64.3 70th %ile Actuated Cycle: 58.5 50th %ile Actuated Cycle: 56.2 30th %ile Actuated Cycle: 53 10th %ile Actuated Cycle: 49.5 Splits and Phases: 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd HCM 6th Signalized Intersection Summary 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 570 171 56 549 52 260 178 37 149 278 1 Future Volume (veh/h) 0 570 171 56 549 52 260 178 37 149 278 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 570 171 56 549 52 260 178 37 149 278 1 Peak Hour 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 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 0 897 268 114 863 86 535 520 108 574 613 2 Arrive On Green 0.00 0.33 0.33 0.33 0.33 0.33 0.10 0.35 0.35 0.08 0.33 0.33 Sat Flow, veh/h 0 2789 806 116 2594 260 1781 1502 312 1781 1862 7 Grp Volume(v), veh/h 0 375 366 326 0 331 260 0 215 149 0 279 Grp Sat Flow(s),veh/h/ln 0 1777 1725 1314 0 1655 1781 0 1814 1781 0 1869 Q Serve(g_s), s 0.0 10.0 10.1 3.1 0.0 9.4 5.5 0.0 4.9 3.0 0.0 6.6 Cycle Q Clear(g_c), s 0.0 10.0 10.1 13.2 0.0 9.4 5.5 0.0 4.9 3.0 0.0 6.6 Prop In Lane 0.00 0.47 0.17 0.16 1.00 0.17 1.00 0.00 Lane Grp Cap(c), veh/h 0 591 574 512 0 551 535 0 628 574 0 615 V/C Ratio(X) 0.00 0.63 0.64 0.64 0.00 0.60 0.49 0.00 0.34 0.26 0.00 0.45 Avail Cap(c_a), veh/h 0 870 844 742 0 810 535 0 628 604 0 615 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.9 15.9 16.0 0.0 15.6 11.3 0.0 13.6 10.8 0.0 14.9 Incr Delay (d2), s/veh 0.0 1.1 1.2 1.3 0.0 1.1 0.7 0.0 1.5 0.2 0.0 2.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.8 3.7 3.2 0.0 3.3 1.9 0.0 2.0 1.1 0.0 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 17.0 17.1 17.3 0.0 16.7 12.0 0.0 15.1 11.1 0.0 17.3 LnGrp LOS A B B B A B B A B B A B Approach Vol, veh/h 741 657 475 428 Approach Delay, s/veh 17.0 17.0 13.4 15.1 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.1 23.9 23.2 10.0 23.0 23.2 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 18.5 27.5 5.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 5.0 6.9 12.1 7.5 8.6 15.2 Green Ext Time (p_c), s 0.0 0.9 4.3 0.0 1.1 3.5 Intersection Summary HCM 6th Ctrl Delay 15.9 HCM 6th LOS B Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 18 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 2 153 73 10 99 1 355 350 413 264 3 Future Volume (vph) 159 2 153 73 10 99 1 355 350 413 264 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 130 0 500 0 Storage Lanes 0 0 1 0 1 1 2 0 Taper Length (ft) 25 25 25 25 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 0.95 Ped Bike Factor Frt 0.934 0.864 0.850 0.998 Flt Protected 0.975 0.950 0.950 0.950 Satd. Flow (prot) 0 1696 0 1770 1609 0 1770 3539 1583 1770 3532 0 Flt Permitted 0.784 0.546 0.950 0.950 Satd. Flow (perm) 0 1364 0 1017 1609 0 1770 3539 1583 1770 3532 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 60 99 350 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 113 232 293 987 Travel Time (s) 2.6 5.3 6.7 22.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 159 2 153 73 10 99 1 355 350 413 264 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 314 0 73 109 0 1 355 350 413 267 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Detector Phase 8 8 4 4 1 6 2 5 2 Switch Phase Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 10.0 22.0 10.0 22.0 Total Split (s) 63.0 63.0 63.0 63.0 12.0 20.0 39.0 31.0 39.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 10.5% 17.5% 34.2% 27.2% 34.2% Maximum Green (s) 57.0 57.0 57.0 57.0 6.0 14.0 33.0 25.0 33.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 21.0 21.0 21.0 6.0 18.1 37.3 25.2 37.3 Actuated g/C Ratio 0.25 0.25 0.25 0.07 0.22 0.45 0.31 0.45 v/c Ratio 0.80 0.28 0.23 0.01 0.46 0.39 0.76 0.17 Control Delay 38.7 26.7 7.1 39.0 31.4 3.4 38.7 15.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 38.7 26.7 7.1 39.0 31.4 3.4 38.7 15.0 LOS D C A D C A D B Approach Delay 38.7 15.0 17.5 29.4 Approach LOS D B B C 90th %ile Green (s) 31.8 31.8 31.8 31.8 6.0 18.0 37.0 25.0 37.0 90th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 70th %ile Green (s) 24.9 24.9 24.9 24.9 6.0 18.0 37.0 25.0 37.0 70th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 50th %ile Green (s) 20.8 20.8 20.8 20.8 6.0 18.0 37.0 25.0 37.0 50th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 30th %ile Green (s) 17.1 17.1 17.1 17.1 6.0 18.0 37.0 25.0 37.0 30th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 10th %ile Green (s) 12.2 12.2 12.2 12.2 6.0 18.0 37.0 25.0 37.0 10th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold Queue Length 50th (ft) 123 30 4 1 83 0 190 41 Queue Length 95th (ft) 215 65 39 6 144 52 #396 80 Internal Link Dist (ft) 33 152 213 907 Turn Bay Length (ft) 130 500 Base Capacity (vph) 968 708 1150 129 778 907 540 1597 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 0.32 0.10 0.09 0.01 0.46 0.39 0.76 0.17 Intersection Summary Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 20 Area Type: Other Cycle Length: 114 Actuated Cycle Length: 82.4 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.80 Intersection Signal Delay: 25.1 Intersection LOS: C Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 92.8 70th %ile Actuated Cycle: 85.9 50th %ile Actuated Cycle: 81.8 30th %ile Actuated Cycle: 78.1 10th %ile Actuated Cycle: 73.2 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 9: Kimball Ave & Kennedy Drive HCM 6th Signalized Intersection Summary 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 21 HCM 6th Edition methodology does not support custom phasing. HCM Signalized Intersection Capacity Analysis 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 459 208 186 378 98 200 178 246 156 188 11 Future Volume (vph) 18 459 208 186 378 98 200 178 246 156 188 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3309 1671 3239 1656 1743 1482 1752 1845 1568 Flt Permitted 0.48 1.00 0.27 1.00 0.35 1.00 1.00 0.64 1.00 1.00 Satd. Flow (perm) 876 3309 473 3239 611 1743 1482 1190 1845 1568 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 18 459 208 186 378 98 200 178 246 156 188 11 RTOR Reduction (vph) 0 38 0 0 17 0 0 0 200 0 0 9 Lane Group Flow (vph) 18 629 0 186 459 0 200 178 46 156 188 2 Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Actuated Green, G (s) 44.4 43.0 60.8 53.4 34.2 20.2 20.2 25.6 15.9 15.9 Effective Green, g (s) 44.4 43.0 60.8 53.4 34.2 20.2 20.2 25.6 15.9 15.9 Actuated g/C Ratio 0.41 0.40 0.56 0.49 0.31 0.19 0.19 0.24 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 368 1308 394 1591 326 323 275 330 269 229 v/s Ratio Prot 0.00 0.19 c0.05 0.14 c0.08 c0.10 0.04 0.10 v/s Ratio Perm 0.02 c0.21 c0.11 0.03 0.07 0.00 v/c Ratio 0.05 0.48 0.47 0.29 0.61 0.55 0.17 0.47 0.70 0.01 Uniform Delay, d1 19.2 24.5 13.5 16.4 29.5 40.1 37.2 34.9 44.1 39.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.3 0.9 0.5 3.4 2.0 0.3 1.1 7.7 0.0 Delay (s) 19.3 25.8 14.4 16.8 32.9 42.2 37.5 35.9 51.8 39.7 Level of Service B C B B C D D D D D Approach Delay (s) 25.6 16.1 37.3 44.5 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 28.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length (s) 108.7 Sum of lost time (s) 24.0 Intersection Capacity Utilization 70.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 368 455 476 59 76 430 Future Volume (vph) 368 455 476 59 76 430 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1863 1835 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 1863 1835 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 368 455 476 59 76 430 RTOR Reduction (vph) 0 0 7 0 0 98 Lane Group Flow (vph) 368 455 528 0 76 332 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Actuated Green, G (s) 9.3 34.6 20.8 19.5 28.8 Effective Green, g (s) 9.3 34.6 20.8 19.5 28.8 Actuated g/C Ratio 0.15 0.55 0.33 0.31 0.46 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 505 1021 604 546 835 v/s Ratio Prot c0.11 0.24 c0.29 0.04 c0.06 v/s Ratio Perm 0.15 v/c Ratio 0.73 0.45 0.87 0.14 0.40 Uniform Delay, d1 25.7 8.5 19.9 15.7 11.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.2 0.3 13.3 0.5 0.3 Delay (s) 30.9 8.8 33.2 16.3 11.7 Level of Service C A C B B Approach Delay (s) 18.7 33.2 12.4 Approach LOS B C B Intersection Summary HCM 2000 Control Delay 21.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length (s) 63.1 Sum of lost time (s) 13.5 Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 570 171 56 549 52 260 178 37 149 278 1 Future Volume (vph) 0 570 171 56 549 52 260 178 37 149 278 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 0.97 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3417 3482 1770 1815 1770 1862 Flt Permitted 1.00 0.79 0.49 1.00 0.62 1.00 Satd. Flow (perm) 3417 2751 908 1815 1162 1862 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 0 570 171 56 549 52 260 178 37 149 278 1 RTOR Reduction (vph) 0 51 0 0 12 0 0 10 0 0 0 0 Lane Group Flow (vph) 0 690 0 0 645 0 260 205 0 149 279 0 Turn Type NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 8 2 6 Actuated Green, G (s) 18.5 18.5 26.4 20.9 24.0 19.7 Effective Green, g (s) 18.5 18.5 26.4 20.9 24.0 19.7 Actuated g/C Ratio 0.32 0.32 0.46 0.37 0.42 0.34 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1105 889 501 663 533 641 v/s Ratio Prot 0.20 c0.05 0.11 0.02 0.15 v/s Ratio Perm c0.23 c0.19 0.10 v/c Ratio 0.62 0.73 0.52 0.31 0.28 0.44 Uniform Delay, d1 16.4 17.1 9.9 13.0 10.5 14.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 3.0 0.9 1.2 0.3 2.1 Delay (s) 17.5 20.1 10.8 14.2 10.8 16.6 Level of Service B C B B B B Approach Delay (s) 17.5 20.1 12.3 14.6 Approach LOS B C B B Intersection Summary HCM 2000 Control Delay 16.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 57.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 83.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build AM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 159 2 153 73 10 99 1 355 350 413 264 3 Future Volume (vph) 159 2 153 73 10 99 1 355 350 413 264 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.93 1.00 0.86 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1697 1770 1609 1770 3539 1583 1770 3533 Flt Permitted 0.78 0.55 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1364 1016 1609 1770 3539 1583 1770 3533 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 159 2 153 73 10 99 1 355 350 413 264 3 RTOR Reduction (vph) 0 45 0 0 74 0 0 0 191 0 1 0 Lane Group Flow (vph) 0 269 0 73 35 0 1 355 159 413 266 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Actuated Green, G (s) 21.0 21.0 21.0 6.0 18.1 37.3 25.2 37.3 Effective Green, g (s) 21.0 21.0 21.0 6.0 18.1 37.3 25.2 37.3 Actuated g/C Ratio 0.26 0.26 0.26 0.07 0.22 0.45 0.31 0.45 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 348 259 410 129 778 717 541 1601 v/s Ratio Prot 0.02 0.00 c0.10 c0.23 0.08 v/s Ratio Perm c0.20 0.07 0.10 v/c Ratio 0.77 0.28 0.09 0.01 0.46 0.22 0.76 0.17 Uniform Delay, d1 28.4 24.6 23.3 35.4 27.8 13.7 25.9 13.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.3 0.6 0.1 0.1 1.9 0.7 6.3 0.2 Delay (s) 38.7 25.2 23.4 35.5 29.8 14.4 32.2 13.5 Level of Service D C C D C B C B Approach Delay (s) 38.7 24.1 22.1 24.9 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 26.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 82.3 Sum of lost time (s) 18.0 Intersection Capacity Utilization 77.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Lanes, Volumes, Timings 1: US 2 & Driveway 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 311 748 735 120 41 105 Future Volume (vph) 311 748 735 120 41 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 15% 0% 0% Storage Length (ft) 200 0 0 100 Storage Lanes 1 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.981 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1637 1723 1827 0 1770 1583 Flt Permitted 0.099 0.950 Satd. Flow (perm) 171 1723 1827 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 13 105 Link Speed (mph) 30 30 30 Link Distance (ft) 344 412 247 Travel Time (s) 7.8 9.4 5.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 311 748 735 120 41 105 Shared Lane Traffic (%) Lane Group Flow (vph) 311 748 855 0 41 105 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Right Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type pm+pt NA NA Prot pt+ov Protected Phases 7 4 8 6 6 7 Permitted Phases 4 Detector Phase 7 4 8 6 6 7 Switch Phase Lanes, Volumes, Timings 1: US 2 & Driveway 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 2 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 24.0 Total Split (s) 16.0 56.0 40.0 24.0 Total Split (%) 20.0% 70.0% 50.0% 30.0% Maximum Green (s) 10.0 50.0 34.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 Recall Mode None Max Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 50.4 51.8 34.3 7.1 20.5 Actuated g/C Ratio 0.75 0.78 0.51 0.11 0.31 v/c Ratio 0.89 0.56 0.91 0.22 0.19 Control Delay 46.3 6.6 32.4 31.2 4.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 46.3 6.6 32.4 31.2 4.8 LOS D A C C A Approach Delay 18.2 32.4 12.2 Approach LOS B C B 90th %ile Green (s) 10.0 50.0 34.0 9.1 90th %ile Term Code Max MaxR MaxR Gap 70th %ile Green (s) 10.0 50.0 34.0 7.9 70th %ile Term Code Max MaxR MaxR Gap 50th %ile Green (s) 10.0 50.0 34.0 7.0 50th %ile Term Code Max MaxR MaxR Gap 30th %ile Green (s) 10.0 50.0 34.0 6.1 30th %ile Term Code Max MaxR MaxR Gap 10th %ile Green (s) 10.0 50.0 34.0 0.0 10th %ile Term Code Max MaxR MaxR Skip Queue Length 50th (ft) 83 120 318 16 0 Queue Length 95th (ft) #238 229 #596 43 29 Internal Link Dist (ft) 264 332 167 Turn Bay Length (ft) 200 100 Base Capacity (vph) 350 1336 943 480 599 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.89 0.56 0.91 0.09 0.18 Intersection Summary Lanes, Volumes, Timings 1: US 2 & Driveway 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 3 Area Type: Other Cycle Length: 80 Actuated Cycle Length: 66.8 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.91 Intersection Signal Delay: 23.7 Intersection LOS: C Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 71.1 70th %ile Actuated Cycle: 69.9 50th %ile Actuated Cycle: 69 30th %ile Actuated Cycle: 68.1 10th %ile Actuated Cycle: 56 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: US 2 & Driveway HCM 6th Signalized Intersection Summary 1: US 2 & Driveway 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 311 748 735 120 41 105 Future Volume (veh/h) 311 748 735 120 41 105 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 545 545 1870 1870 1870 1870 Adj Flow Rate, veh/h 311 748 735 120 41 105 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 195 403 789 129 148 366 Arrive On Green 0.15 0.74 0.50 0.50 0.08 0.08 Sat Flow, veh/h 519 545 1568 256 1781 1585 Grp Volume(v), veh/h 311 748 0 855 41 105 Grp Sat Flow(s),veh/h/ln 519 545 0 1824 1781 1585 Q Serve(g_s), s 10.0 50.0 0.0 29.6 1.5 3.7 Cycle Q Clear(g_c), s 10.0 50.0 0.0 29.6 1.5 3.7 Prop In Lane 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 195 403 0 917 148 366 V/C Ratio(X) 1.59 1.86 0.00 0.93 0.28 0.29 Avail Cap(c_a), veh/h 195 403 0 917 474 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.6 8.8 0.0 15.7 29.1 21.4 Incr Delay (d2), s/veh 289.0 394.4 0.0 17.2 1.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.3 47.3 0.0 14.8 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 306.6 403.2 0.0 32.9 30.1 21.8 LnGrp LOS F F A C C C Approach Vol, veh/h 1059 855 146 Approach Delay, s/veh 374.8 32.9 24.2 Approach LOS F C C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 56.0 11.6 16.0 40.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 50.0 18.0 10.0 34.0 Max Q Clear Time (g_c+I1), s 52.0 5.7 12.0 31.6 Green Ext Time (p_c), s 0.0 0.3 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 208.1 HCM 6th LOS F Lanes, Volumes, Timings 3: Shunpike Rd & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 5 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1043 12 16 824 6 16 Future Volume (vph) 1043 12 16 824 6 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 0 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.902 Flt Protected 0.999 0.987 Satd. Flow (prot) 1823 0 0 1758 1658 0 Flt Permitted 0.999 0.987 Satd. Flow (perm) 1823 0 0 1758 1658 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1317 344 842 Travel Time (s) 29.9 7.8 19.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 8% 8% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 1043 12 16 824 6 16 Shared Lane Traffic (%) Lane Group Flow (vph) 1055 0 0 840 22 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 66.2% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 3: Shunpike Rd & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 6 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1043 12 16 824 6 16 Future Vol, veh/h 1043 12 16 824 6 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 4 4 8 8 2 2 Mvmt Flow 1043 12 16 824 6 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1055 0 1905 1049 Stage 1 - - - - 1049 - Stage 2 - - - - 856 - Critical Hdwy - - 4.18 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.272 - 3.518 3.318 Pot Cap-1 Maneuver - - 638 - 75 276 Stage 1 - - - - 337 - Stage 2 - - - - 416 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 638 - 72 276 Mov Cap-2 Maneuver - - - - 72 - Stage 1 - - - - 337 - Stage 2 - - - - 397 - Approach EB WB NB HCM Control Delay, s 0 0.2 31.8 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 156 - - 638 - HCM Lane V/C Ratio 0.141 - - 0.025 - HCM Control Delay (s) 31.8 - - 10.8 0 HCM Lane LOS D - - B A HCM 95th %tile Q(veh) 0.5 - - 0.1 - Lanes, Volumes, Timings 4: US 2 & Aviation Avenue 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 50 1033 808 18 6 6 Future Volume (vph) 50 1033 808 18 6 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 250 250 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.997 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1752 1845 1876 0 1752 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1752 1845 1876 0 1752 1568 Link Speed (mph) 30 30 30 Link Distance (ft) 963 673 785 Travel Time (s) 21.9 15.3 17.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 3% 1% 1% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 50 1033 808 18 6 6 Shared Lane Traffic (%) Lane Group Flow (vph) 50 1033 826 0 6 6 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 64.4% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 4: US 2 & Aviation Avenue 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 8 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 1033 808 18 6 6 Future Vol, veh/h 50 1033 808 18 6 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 - - - 250 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 1 1 3 3 Mvmt Flow 50 1033 808 18 6 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 826 0 - 0 1950 817 Stage 1 - - - - 817 - Stage 2 - - - - 1133 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 800 - - - 70 375 Stage 1 - - - - 433 - Stage 2 - - - - 306 - Platoon blocked, % - - - Mov Cap-1 Maneuver 800 - - - 66 375 Mov Cap-2 Maneuver - - - - 66 - Stage 1 - - - - 406 - Stage 2 - - - - 306 - Approach EB WB SB HCM Control Delay, s 0.5 0 39.9 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 800 - - - 66 375 HCM Lane V/C Ratio 0.063 - - - 0.091 0.016 HCM Control Delay (s) 9.8 - - - 64.9 14.8 HCM Lane LOS A - - - F B HCM 95th %tile Q(veh) 0.2 - - - 0.3 0 Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 609 208 212 431 112 200 178 326 207 188 11 Future Volume (vph) 18 609 208 212 431 112 200 178 326 207 188 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 150 0 250 250 250 0 0 90 Storage Lanes 0 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.962 0.969 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3339 0 1671 3239 0 1656 1743 1482 1752 1845 1568 Flt Permitted 0.449 0.194 0.358 0.645 Satd. Flow (perm) 820 3339 0 341 3239 0 624 1743 1482 1190 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 41 34 326 245 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1038 510 987 604 Travel Time (s) 23.6 11.6 22.4 13.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 18 609 208 212 431 112 200 178 326 207 188 11 Shared Lane Traffic (%) Lane Group Flow (vph) 18 817 0 212 543 0 200 178 326 207 188 11 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 4 Switch Phase Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 43.0 25.0 58.0 23.0 36.0 36.0 16.0 29.0 29.0 Total Split (%) 8.3% 35.8% 20.8% 48.3% 19.2% 30.0% 30.0% 13.3% 24.2% 24.2% Maximum Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 42.3 38.2 57.3 53.7 33.5 19.9 19.9 26.0 15.9 15.9 Actuated g/C Ratio 0.40 0.36 0.54 0.51 0.32 0.19 0.19 0.25 0.15 0.15 v/c Ratio 0.05 0.66 0.61 0.33 0.60 0.54 0.60 0.60 0.67 0.02 Control Delay 15.1 31.6 21.7 16.7 34.0 45.0 9.0 36.2 55.8 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.1 31.6 21.7 16.7 34.0 45.0 9.0 36.2 55.8 0.1 LOS B C C B C D A D E A Approach Delay 31.2 18.1 25.2 44.3 Approach LOS C B C D 90th %ile Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 90th %ile Term Code Max MaxR Max MaxR Max Hold Hold Max Max Max 70th %ile Green (s) 4.0 40.3 15.7 52.0 17.0 26.4 26.4 10.0 19.4 19.4 70th %ile Term Code Max Hold Gap MaxR Max Hold Hold Max Gap Gap 50th %ile Green (s) 0.0 37.0 12.7 55.7 14.7 20.6 20.6 10.0 15.9 15.9 50th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 30th %ile Green (s) 0.0 37.0 10.5 53.5 12.4 15.6 15.6 10.0 13.2 13.2 30th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 10th %ile Green (s) 0.0 37.9 8.1 52.0 9.6 9.7 9.7 9.7 9.8 9.8 10th %ile Term Code Skip Hold Gap MaxR Gap Hold Hold Gap Gap Gap Queue Length 50th (ft) 5 229 72 94 97 107 0 101 120 0 Queue Length 95th (ft) 19 366 137 183 169 185 75 173 209 0 Internal Link Dist (ft) 958 430 907 524 Turn Bay Length (ft) 150 250 250 90 Base Capacity (vph) 364 1237 427 1666 381 501 658 348 407 537 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.66 0.50 0.33 0.52 0.36 0.50 0.59 0.46 0.02 Intersection Summary Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 11 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 105.4 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.67 Intersection Signal Delay: 28.0 Intersection LOS: C Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 116.4 50th %ile Actuated Cycle: 104.3 30th %ile Actuated Cycle: 97.1 10th %ile Actuated Cycle: 89.4 Splits and Phases: 5: Kennedy Drive/Airport Drive & US 2 HCM 6th Signalized Intersection Summary 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 609 208 212 431 112 200 178 326 207 188 11 Future Volume (veh/h) 18 609 208 212 431 112 200 178 326 207 188 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1781 1781 1781 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 18 609 208 212 431 112 200 178 326 207 188 11 Peak Hour 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 Percent Heavy Veh, % 4 4 4 8 8 8 9 9 9 3 3 3 Cap, veh/h 383 955 326 335 1205 310 388 418 355 351 396 336 Arrive On Green 0.02 0.37 0.37 0.09 0.45 0.45 0.11 0.24 0.24 0.09 0.21 0.21 Sat Flow, veh/h 1753 2559 873 1697 2664 686 1682 1767 1497 1767 1856 1572 Grp Volume(v), veh/h 18 416 401 212 272 271 200 178 326 207 188 11 Grp Sat Flow(s),veh/h/ln 1753 1749 1684 1697 1692 1658 1682 1767 1497 1767 1856 1572 Q Serve(g_s), s 0.7 22.5 22.5 8.5 12.1 12.3 10.5 9.8 24.4 10.0 10.2 0.6 Cycle Q Clear(g_c), s 0.7 22.5 22.5 8.5 12.1 12.3 10.5 9.8 24.4 10.0 10.2 0.6 Prop In Lane 1.00 0.52 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 383 653 628 335 765 750 388 418 355 351 396 336 V/C Ratio(X) 0.05 0.64 0.64 0.63 0.36 0.36 0.52 0.43 0.92 0.59 0.47 0.03 Avail Cap(c_a), veh/h 417 653 628 456 765 750 451 461 391 351 396 336 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.8 29.6 29.6 21.4 20.6 20.6 30.4 37.2 42.8 32.6 39.6 35.8 Incr Delay (d2), s/veh 0.1 4.7 4.9 2.0 1.3 1.3 1.1 0.7 25.3 2.6 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 10.2 9.9 3.5 5.0 5.0 4.3 4.3 11.4 4.8 4.8 0.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 21.8 34.3 34.6 23.3 21.9 22.0 31.4 37.9 68.1 35.2 40.5 35.9 LnGrp LOS C C C C C C C D E D D D Approach Vol, veh/h 835 755 704 406 Approach Delay, s/veh 34.2 22.3 50.0 37.7 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.8 48.9 18.7 30.5 7.7 58.0 16.0 33.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 37.0 17.0 23.0 4.0 52.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 10.5 24.5 12.5 12.2 2.7 14.3 12.0 26.4 Green Ext Time (p_c), s 0.4 4.3 0.2 0.7 0.0 3.8 0.0 0.8 Intersection Summary HCM 6th Ctrl Delay 35.5 HCM 6th LOS D Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 381 471 525 51 76 474 Future Volume (vph) 381 471 525 51 76 474 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 2 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.988 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3433 1863 1840 0 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3433 1863 1840 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 8 148 Link Speed (mph) 30 30 30 Link Distance (ft) 528 597 249 Travel Time (s) 12.0 13.6 5.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 381 471 525 51 76 474 Shared Lane Traffic (%) Lane Group Flow (vph) 381 471 576 0 76 474 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Detector Phase 7 4 8 6 7 Switch Phase Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 14 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 9.5 Total Split (s) 14.0 41.0 27.0 24.0 14.0 Total Split (%) 21.5% 63.1% 41.5% 36.9% 21.5% Maximum Green (s) 9.5 36.5 22.5 19.5 9.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 9.4 35.6 21.7 19.5 33.4 Actuated g/C Ratio 0.15 0.56 0.34 0.30 0.52 v/c Ratio 0.76 0.46 0.92 0.14 0.53 Control Delay 38.0 10.2 43.2 17.6 9.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 38.0 10.2 43.2 17.6 9.4 LOS D B D B A Approach Delay 22.6 43.2 10.6 Approach LOS C D B 90th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 90th %ile Term Code Max Hold Max MaxR Max 70th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 70th %ile Term Code Max Hold Max MaxR Max 50th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 50th %ile Term Code Max Hold Max MaxR Max 30th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 30th %ile Term Code Max Hold Max MaxR Max 10th %ile Green (s) 9.0 31.9 18.4 19.5 9.0 10th %ile Term Code Gap Hold Gap MaxR Gap Queue Length 50th (ft) 76 99 209 22 74 Queue Length 95th (ft) #134 161 #393 50 149 Internal Link Dist (ft) 448 517 169 Turn Bay Length (ft) Base Capacity (vph) 509 1062 652 539 898 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.75 0.44 0.88 0.14 0.53 Intersection Summary Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 15 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 64.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.92 Intersection Signal Delay: 25.3 Intersection LOS: C Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 65 70th %ile Actuated Cycle: 65 50th %ile Actuated Cycle: 65 30th %ile Actuated Cycle: 65 10th %ile Actuated Cycle: 60.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Williston Rd & Industrial Ave HCM 6th Signalized Intersection Summary 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 16 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 381 471 525 51 76 474 Future Volume (veh/h) 381 471 525 51 76 474 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 381 471 525 51 76 474 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 483 1031 572 56 547 708 Arrive On Green 0.14 0.55 0.34 0.34 0.31 0.31 Sat Flow, veh/h 3456 1870 1678 163 1781 1585 Grp Volume(v), veh/h 381 471 0 576 76 474 Grp Sat Flow(s),veh/h/ln 1728 1870 0 1841 1781 1585 Q Serve(g_s), s 6.8 9.6 0.0 19.1 2.0 15.0 Cycle Q Clear(g_c), s 6.8 9.6 0.0 19.1 2.0 15.0 Prop In Lane 1.00 0.09 1.00 1.00 Lane Grp Cap(c), veh/h 483 1031 0 627 547 708 V/C Ratio(X) 0.79 0.46 0.00 0.92 0.14 0.67 Avail Cap(c_a), veh/h 517 1075 0 652 547 708 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.4 8.5 0.0 20.1 15.9 13.9 Incr Delay (d2), s/veh 7.6 0.3 0.0 17.8 0.5 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.1 3.2 0.0 10.4 0.8 1.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 34.0 8.9 0.0 37.9 16.5 18.8 LnGrp LOS C A A D B B Approach Vol, veh/h 852 576 550 Approach Delay, s/veh 20.1 37.9 18.5 Approach LOS C D B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 39.5 24.0 13.4 26.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 36.5 19.5 9.5 22.5 Max Q Clear Time (g_c+I1), s 11.6 17.0 8.8 21.1 Green Ext Time (p_c), s 3.1 0.6 0.1 0.6 Intersection Summary HCM 6th Ctrl Delay 24.8 HCM 6th LOS C Lanes, Volumes, Timings 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 19 694 47 199 865 20 15 1 58 4 0 4 Future Volume (vph) 19 694 47 199 865 20 15 1 58 4 0 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 11 12 10 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 320 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.990 0.997 0.894 0.932 Flt Protected 0.950 0.950 0.990 0.976 Satd. Flow (prot) 1770 1721 0 1711 1857 0 0 1649 0 0 1694 0 Flt Permitted 0.950 0.950 0.990 0.976 Satd. Flow (perm) 1770 1721 0 1711 1857 0 0 1649 0 0 1694 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 237 301 312 Travel Time (s) 12.6 5.4 6.8 7.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 19 694 47 199 865 20 15 1 58 4 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 19 741 0 199 885 0 0 74 0 0 8 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.09 1.04 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 18 Intersection Int Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 694 47 199 865 20 15 1 58 4 0 4 Future Vol, veh/h 19 694 47 199 865 20 15 1 58 4 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 320 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 19 694 47 199 865 20 15 1 58 4 0 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 885 0 0 741 0 0 2031 2039 718 2058 2052 875 Stage 1 - - - - - - 756 756 - 1273 1273 - Stage 2 - - - - - - 1275 1283 - 785 779 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 765 - - 866 - - 42 57 429 41 56 349 Stage 1 - - - - - - 400 416 - 205 238 - Stage 2 - - - - - - 205 236 - 386 406 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 765 - - 866 - - 34 43 429 28 42 349 Mov Cap-2 Maneuver - - - - - - 34 43 - 28 42 - Stage 1 - - - - - - 390 406 - 200 183 - Stage 2 - - - - - - 156 182 - 325 396 - Approach EB WB NB SB HCM Control Delay, s 0.2 1.9 71 86.4 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 123 765 - - 866 - - 52 HCM Lane V/C Ratio 0.602 0.025 - - 0.23 - - 0.154 HCM Control Delay (s) 71 9.8 - - 10.4 - - 86.4 HCM Lane LOS F A - - B - - F HCM 95th %tile Q(veh) 3 0.1 - - 0.9 - - 0.5 Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 683 171 56 593 56 260 178 44 178 276 1 Future Volume (vph) 0 683 171 56 593 56 260 178 44 178 276 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 600 0 200 0 0 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.970 0.988 0.970 0.999 Flt Protected 0.996 0.950 0.950 Satd. Flow (prot) 0 3433 0 0 3483 0 1770 1807 0 1770 1861 0 Flt Permitted 0.759 0.480 0.620 Satd. Flow (perm) 0 3433 0 0 2654 0 894 1807 0 1155 1861 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 59 17 19 Link Speed (mph) 30 30 30 30 Link Distance (ft) 252 1419 510 332 Travel Time (s) 5.7 32.3 11.6 7.5 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 0 683 171 56 593 56 260 178 44 178 276 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 854 0 0 705 0 260 222 0 178 277 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turn Type NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 32.0 32.0 32.0 32.0 10.0 23.0 10.0 23.0 Total Split (%) 49.2% 49.2% 49.2% 49.2% 15.4% 35.4% 15.4% 35.4% Maximum Green (s) 27.5 27.5 27.5 27.5 5.5 18.5 5.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 20.5 20.5 25.2 20.9 24.2 18.6 Actuated g/C Ratio 0.35 0.35 0.43 0.36 0.42 0.32 v/c Ratio 0.69 0.75 0.55 0.34 0.33 0.47 Control Delay 17.8 21.4 17.0 16.9 12.2 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.8 21.4 17.0 16.9 12.2 20.4 LOS B C B B B C Approach Delay 17.8 21.4 17.0 17.2 Approach LOS B C B B 90th %ile Green (s) 27.5 27.5 27.5 27.5 5.5 18.5 5.5 18.5 90th %ile Term Code Max Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 24.2 24.2 24.2 24.2 5.5 18.5 5.5 18.5 70th %ile Term Code Gap Gap Hold Hold Max MaxR Max MaxR 50th %ile Green (s) 20.8 20.8 20.8 20.8 5.5 18.5 5.5 18.5 50th %ile Term Code Gap Gap Hold Hold Max MaxR Max MaxR 30th %ile Green (s) 17.6 17.6 17.6 17.6 5.5 18.5 5.5 18.5 30th %ile Term Code Gap Gap Hold Hold Max MaxR Max MaxR 10th %ile Green (s) 13.7 13.7 13.7 13.7 5.5 28.5 0.0 18.5 10th %ile Term Code Gap Gap Hold Hold Max Hold Skip MaxR Queue Length 50th (ft) 120 107 51 54 33 76 Queue Length 95th (ft) 172 160 #117 121 79 159 Internal Link Dist (ft) 172 1339 430 252 Turn Bay Length (ft) 200 Base Capacity (vph) 1662 1270 469 660 537 594 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 0.51 0.56 0.55 0.34 0.33 0.47 Intersection Summary Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 21 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 58.3 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.75 Intersection Signal Delay: 18.5 Intersection LOS: B Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 65 70th %ile Actuated Cycle: 61.7 50th %ile Actuated Cycle: 58.3 30th %ile Actuated Cycle: 55.1 10th %ile Actuated Cycle: 51.2 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Hinesburg Rd/Patchen Rd & US 2 HCM 6th Signalized Intersection Summary 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 683 171 56 593 56 260 178 44 178 276 1 Future Volume (veh/h) 0 683 171 56 593 56 260 178 44 178 276 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 683 171 56 593 56 260 178 44 178 276 1 Peak Hour 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 0 1007 252 107 911 93 510 459 114 548 590 2 Arrive On Green 0.00 0.36 0.36 0.36 0.36 0.36 0.09 0.32 0.32 0.09 0.32 0.32 Sat Flow, veh/h 0 2909 705 98 2548 259 1781 1448 358 1781 1862 7 Grp Volume(v), veh/h 0 431 423 347 0 358 260 0 222 178 0 277 Grp Sat Flow(s),veh/h/ln 0 1777 1744 1249 0 1655 1781 0 1806 1781 0 1869 Q Serve(g_s), s 0.0 12.0 12.0 3.5 0.0 10.4 5.5 0.0 5.6 3.8 0.0 6.9 Cycle Q Clear(g_c), s 0.0 12.0 12.0 15.5 0.0 10.4 5.5 0.0 5.6 3.8 0.0 6.9 Prop In Lane 0.00 0.40 0.16 0.16 1.00 0.20 1.00 0.00 Lane Grp Cap(c), veh/h 0 635 623 518 0 592 510 0 573 548 0 592 V/C Ratio(X) 0.00 0.68 0.68 0.67 0.00 0.61 0.51 0.00 0.39 0.33 0.00 0.47 Avail Cap(c_a), veh/h 0 837 821 681 0 780 510 0 573 548 0 592 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.9 15.9 15.7 0.0 15.4 12.7 0.0 15.5 11.6 0.0 16.0 Incr Delay (d2), s/veh 0.0 1.4 1.4 1.6 0.0 1.0 0.9 0.0 2.0 0.3 0.0 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.5 4.4 3.4 0.0 3.6 2.1 0.0 2.4 1.4 0.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 17.3 17.4 17.3 0.0 16.4 13.6 0.0 17.5 11.9 0.0 18.6 LnGrp LOS A B B B A B B A B B A B Approach Vol, veh/h 854 705 482 455 Approach Delay, s/veh 17.3 16.9 15.4 16.0 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 23.0 25.4 10.0 23.0 25.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 18.5 27.5 5.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 5.8 7.6 14.0 7.5 8.9 17.5 Green Ext Time (p_c), s 0.0 0.9 4.7 0.0 1.1 3.4 Intersection Summary HCM 6th Ctrl Delay 16.6 HCM 6th LOS B Lanes, Volumes, Timings 9: Kennedy Drive 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 180 2 153 73 10 112 0 401 350 429 274 3 Future Volume (vph) 180 2 153 73 10 112 0 401 350 429 274 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 130 0 500 0 Storage Lanes 0 0 1 0 1 1 2 0 Taper Length (ft) 25 25 25 25 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 0.95 Ped Bike Factor Frt 0.938 0.862 0.850 0.998 Flt Protected 0.974 0.950 0.950 Satd. Flow (prot) 0 1702 0 1770 1606 0 1863 3539 1583 1770 3532 0 Flt Permitted 0.767 0.553 0.950 Satd. Flow (perm) 0 1340 0 1030 1606 0 1863 3539 1583 1770 3532 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 53 112 350 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 113 232 293 987 Travel Time (s) 2.6 5.3 6.7 22.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 180 2 153 73 10 112 0 401 350 429 274 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 335 0 73 122 0 0 401 350 429 277 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Detector Phase 8 8 4 4 1 6 2 5 2 Switch Phase Lanes, Volumes, Timings 9: Kennedy Drive 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 24 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 10.0 22.0 10.0 22.0 Total Split (s) 63.0 63.0 63.0 63.0 12.0 20.0 39.0 31.0 39.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 10.5% 17.5% 34.2% 27.2% 34.2% Maximum Green (s) 57.0 57.0 57.0 57.0 6.0 14.0 33.0 25.0 33.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 23.5 23.5 23.5 18.1 37.3 25.2 37.3 Actuated g/C Ratio 0.28 0.28 0.28 0.21 0.44 0.30 0.44 v/c Ratio 0.82 0.26 0.23 0.53 0.39 0.82 0.18 Control Delay 40.6 25.2 6.4 34.0 3.6 44.1 16.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 40.6 25.2 6.4 34.0 3.6 44.1 16.3 LOS D C A C A D B Approach Delay 40.6 13.5 19.9 33.2 Approach LOS D B B C 90th %ile Green (s) 35.6 35.6 35.6 35.6 6.0 18.0 37.0 25.0 37.0 90th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 70th %ile Green (s) 27.9 27.9 27.9 27.9 6.0 18.0 37.0 25.0 37.0 70th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 50th %ile Green (s) 23.3 23.3 23.3 23.3 6.0 18.0 37.0 25.0 37.0 50th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 30th %ile Green (s) 19.1 19.1 19.1 19.1 6.0 18.0 37.0 25.0 37.0 30th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 10th %ile Green (s) 13.8 13.8 13.8 13.8 6.0 18.0 37.0 25.0 37.0 10th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold Queue Length 50th (ft) 141 30 4 99 0 210 45 Queue Length 95th (ft) 239 64 40 170 55 #443 87 Internal Link Dist (ft) 33 152 213 907 Turn Bay Length (ft) 500 Base Capacity (vph) 923 696 1122 755 891 524 1550 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 0.10 0.11 0.53 0.39 0.82 0.18 Intersection Summary Lanes, Volumes, Timings 9: Kennedy Drive 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 25 Area Type: Other Cycle Length: 114 Actuated Cycle Length: 84.9 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 27.5 Intersection LOS: C Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 96.6 70th %ile Actuated Cycle: 88.9 50th %ile Actuated Cycle: 84.3 30th %ile Actuated Cycle: 80.1 10th %ile Actuated Cycle: 74.8 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 9: Kennedy Drive HCM 6th Signalized Intersection Summary 9: Kennedy Drive 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 26 HCM 6th Edition methodology does not support custom phasing. HCM Signalized Intersection Capacity Analysis 1: US 2 & Driveway 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 311 748 735 120 41 105 Future Volume (vph) 311 748 735 120 41 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 15% 0% 0% Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1637 1723 1827 1770 1583 Flt Permitted 0.10 1.00 1.00 0.95 1.00 Satd. Flow (perm) 171 1723 1827 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 311 748 735 120 41 105 RTOR Reduction (vph) 0 0 6 0 0 71 Lane Group Flow (vph) 311 748 849 0 41 34 Turn Type pm+pt NA NA Prot pt+ov Protected Phases 7 4 8 6 6 7 Permitted Phases 4 Actuated Green, G (s) 50.4 50.4 34.3 5.8 21.9 Effective Green, g (s) 50.4 50.4 34.3 5.8 21.9 Actuated g/C Ratio 0.74 0.74 0.50 0.09 0.32 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 343 1273 918 150 508 v/s Ratio Prot c0.13 0.43 0.46 c0.02 0.02 v/s Ratio Perm c0.53 v/c Ratio 0.91 0.59 0.92 0.27 0.07 Uniform Delay, d1 19.6 4.1 15.7 29.2 16.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.3 2.0 16.2 1.0 0.1 Delay (s) 45.9 6.1 32.0 30.2 16.1 Level of Service D A C C B Approach Delay (s) 17.8 32.0 20.1 Approach LOS B C C Intersection Summary HCM 2000 Control Delay 23.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length (s) 68.2 Sum of lost time (s) 18.0 Intersection Capacity Utilization 82.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 609 208 212 431 112 200 178 326 207 188 11 Future Volume (vph) 18 609 208 212 431 112 200 178 326 207 188 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.96 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3339 1671 3239 1656 1743 1482 1752 1845 1568 Flt Permitted 0.45 1.00 0.19 1.00 0.36 1.00 1.00 0.64 1.00 1.00 Satd. Flow (perm) 821 3339 341 3239 624 1743 1482 1190 1845 1568 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 18 609 208 212 431 112 200 178 326 207 188 11 RTOR Reduction (vph) 0 25 0 0 17 0 0 0 267 0 0 9 Lane Group Flow (vph) 18 792 0 212 526 0 200 178 59 207 188 2 Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Actuated Green, G (s) 43.6 42.2 61.1 53.7 33.9 19.9 19.9 26.1 16.0 16.0 Effective Green, g (s) 43.6 42.2 61.1 53.7 33.9 19.9 19.9 26.1 16.0 16.0 Actuated g/C Ratio 0.40 0.39 0.56 0.49 0.31 0.18 0.18 0.24 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 339 1291 348 1594 326 317 270 336 270 229 v/s Ratio Prot 0.00 0.24 c0.07 0.16 c0.08 c0.10 0.06 0.10 v/s Ratio Perm 0.02 c0.27 c0.11 0.04 0.09 0.00 v/c Ratio 0.05 0.61 0.61 0.33 0.61 0.56 0.22 0.62 0.70 0.01 Uniform Delay, d1 19.9 26.9 15.2 16.8 29.9 40.6 38.0 35.8 44.2 39.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 2.2 3.0 0.6 3.4 2.3 0.4 3.3 7.6 0.0 Delay (s) 19.9 29.1 18.2 17.3 33.3 42.9 38.4 39.2 51.8 39.8 Level of Service B C B B C D D D D D Approach Delay (s) 28.9 17.6 38.1 45.0 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 30.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 109.1 Sum of lost time (s) 24.0 Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 381 471 525 51 76 474 Future Volume (vph) 381 471 525 51 76 474 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1863 1840 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 1863 1840 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 381 471 525 51 76 474 RTOR Reduction (vph) 0 0 5 0 0 81 Lane Group Flow (vph) 381 471 571 0 76 393 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Actuated Green, G (s) 9.4 35.6 21.7 19.5 28.9 Effective Green, g (s) 9.4 35.6 21.7 19.5 28.9 Actuated g/C Ratio 0.15 0.56 0.34 0.30 0.45 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 503 1034 622 538 824 v/s Ratio Prot c0.11 0.25 c0.31 0.04 c0.07 v/s Ratio Perm 0.18 v/c Ratio 0.76 0.46 0.92 0.14 0.48 Uniform Delay, d1 26.3 8.5 20.3 16.2 12.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.4 0.3 18.4 0.5 0.4 Delay (s) 32.7 8.8 38.8 16.8 12.7 Level of Service C A D B B Approach Delay (s) 19.5 38.8 13.3 Approach LOS B D B Intersection Summary HCM 2000 Control Delay 23.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 64.1 Sum of lost time (s) 13.5 Intersection Capacity Utilization 67.6% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 683 171 56 593 56 260 178 44 178 276 1 Future Volume (vph) 0 683 171 56 593 56 260 178 44 178 276 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 0.97 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3433 3483 1770 1807 1770 1862 Flt Permitted 1.00 0.76 0.48 1.00 0.62 1.00 Satd. Flow (perm) 3433 2655 894 1807 1154 1862 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 0 683 171 56 593 56 260 178 44 178 276 1 RTOR Reduction (vph) 0 39 0 0 11 0 0 12 0 0 0 0 Lane Group Flow (vph) 0 815 0 0 694 0 260 210 0 178 277 0 Turn Type NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 20.5 20.5 26.4 20.9 24.0 19.7 Effective Green, g (s) 20.5 20.5 26.4 20.9 24.0 19.7 Actuated g/C Ratio 0.35 0.35 0.45 0.35 0.41 0.33 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1188 919 480 637 512 619 v/s Ratio Prot 0.24 c0.05 0.12 0.03 0.15 v/s Ratio Perm c0.26 c0.19 0.12 v/c Ratio 0.69 0.76 0.54 0.33 0.35 0.45 Uniform Delay, d1 16.6 17.1 10.9 14.0 11.6 15.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.7 3.6 1.3 1.4 0.4 2.3 Delay (s) 18.3 20.7 12.1 15.4 12.0 17.8 Level of Service B C B B B B Approach Delay (s) 18.3 20.7 13.6 15.6 Approach LOS B C B B Intersection Summary HCM 2000 Control Delay 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length (s) 59.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: Kennedy Drive 01/18/2022 2022 Build AM Peak Hour Synchro 11 Report VHB Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 180 2 153 73 10 112 0 401 350 429 274 3 Future Volume (vph) 180 2 153 73 10 112 0 401 350 429 274 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.94 1.00 0.86 1.00 0.85 1.00 1.00 Flt Protected 0.97 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1702 1770 1606 3539 1583 1770 3533 Flt Permitted 0.77 0.55 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1340 1029 1606 3539 1583 1770 3533 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 180 2 153 73 10 112 0 401 350 429 274 3 RTOR Reduction (vph) 0 38 0 0 81 0 0 0 196 0 1 0 Lane Group Flow (vph) 0 297 0 73 41 0 0 401 154 429 276 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Actuated Green, G (s) 23.5 23.5 23.5 18.1 37.3 25.2 37.3 Effective Green, g (s) 23.5 23.5 23.5 18.1 37.3 25.2 37.3 Actuated g/C Ratio 0.28 0.28 0.28 0.21 0.44 0.30 0.44 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 371 285 445 755 696 525 1554 v/s Ratio Prot 0.03 c0.11 c0.24 0.08 v/s Ratio Perm c0.22 0.07 0.10 v/c Ratio 0.80 0.26 0.09 0.53 0.22 0.82 0.18 Uniform Delay, d1 28.5 23.8 22.7 29.6 14.7 27.7 14.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.4 0.5 0.1 2.7 0.7 9.6 0.3 Delay (s) 39.9 24.3 22.8 32.3 15.5 37.2 14.7 Level of Service D C C C B D B Approach Delay (s) 39.9 23.4 24.4 28.4 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 28.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.73 Actuated Cycle Length (s) 84.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 81.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Lanes, Volumes, Timings 3: Shunpike Road/Valley Road & US 2 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 9 784 7 8 765 17 7 9 0 12 3 22 Future Volume (vph) 9 784 7 8 765 17 7 9 0 12 3 22 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.997 0.920 Flt Protected 0.999 0.999 0.979 0.984 Satd. Flow (prot) 0 1823 0 0 1752 0 0 1824 0 0 1638 0 Flt Permitted 0.999 0.999 0.979 0.984 Satd. Flow (perm) 0 1823 0 0 1752 0 0 1824 0 0 1638 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1323 340 842 1060 Travel Time (s) 30.1 7.7 19.1 24.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 2% 2% 2% 5% 5% 5% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 9 784 7 8 765 17 7 9 0 12 3 22 Shared Lane Traffic (%) Lane Group Flow (vph) 0 800 0 0 790 0 0 16 0 0 37 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 3: Shunpike Road/Valley Road & US 2 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 2 Intersection Int Delay, s/veh 1.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 9 784 7 8 765 17 7 9 0 12 3 22 Future Vol, veh/h 9 784 7 8 765 17 7 9 0 12 3 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 4 4 4 8 8 8 2 2 2 5 5 5 Mvmt Flow 9 784 7 8 765 17 7 9 0 12 3 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 782 0 0 791 0 0 1608 1604 788 1600 1599 774 Stage 1 - - - - - - 806 806 - 790 790 - Stage 2 - - - - - - 802 798 - 810 809 - Critical Hdwy 4.14 - - 4.18 - - 7.12 6.52 6.22 7.15 6.55 6.25 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.15 5.55 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.15 5.55 - Follow-up Hdwy 2.236 - - 2.272 - - 3.518 4.018 3.318 3.545 4.045 3.345 Pot Cap-1 Maneuver 827 - - 803 - - 84 105 391 84 105 394 Stage 1 - - - - - - 376 395 - 379 397 - Stage 2 - - - - - - 378 398 - 369 389 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 827 - - 803 - - 75 101 391 76 101 394 Mov Cap-2 Maneuver - - - - - - 75 101 - 76 101 - Stage 1 - - - - - - 369 387 - 372 390 - Stage 2 - - - - - - 348 391 - 354 382 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.1 54.8 36.1 HCM LOS F E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 88 827 - - 803 - - 152 HCM Lane V/C Ratio 0.182 0.011 - - 0.01 - - 0.243 HCM Control Delay (s) 54.8 9.4 0 - 9.5 0 - 36.1 HCM Lane LOS F A A - A A - E HCM 95th %tile Q(veh) 0.6 0 - - 0 - - 0.9 Lanes, Volumes, Timings 4: US 2 & Aviation Avenue 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 11 744 811 2 7 29 Future Volume (vph) 11 744 811 2 7 29 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 250 250 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1752 1845 1881 0 1752 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1752 1845 1881 0 1752 1568 Link Speed (mph) 30 30 30 Link Distance (ft) 963 673 785 Travel Time (s) 21.9 15.3 17.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 3% 1% 1% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 11 744 811 2 7 29 Shared Lane Traffic (%) Lane Group Flow (vph) 11 744 813 0 7 29 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 52.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 4: US 2 & Aviation Avenue 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 4 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 744 811 2 7 29 Future Vol, veh/h 11 744 811 2 7 29 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 - - - 250 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 1 1 3 3 Mvmt Flow 11 744 811 2 7 29 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 813 0 - 0 1578 812 Stage 1 - - - - 812 - Stage 2 - - - - 766 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 809 - - - 120 377 Stage 1 - - - - 435 - Stage 2 - - - - 457 - Platoon blocked, % - - - Mov Cap-1 Maneuver 809 - - - 118 377 Mov Cap-2 Maneuver - - - - 118 - Stage 1 - - - - 429 - Stage 2 - - - - 457 - Approach EB WB SB HCM Control Delay, s 0.1 0 19.6 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 809 - - - 118 377 HCM Lane V/C Ratio 0.014 - - - 0.059 0.077 HCM Control Delay (s) 9.5 - - - 37.4 15.3 HCM Lane LOS A - - - E C HCM 95th %tile Q(veh) 0 - - - 0.2 0.2 Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 367 190 223 473 163 290 279 201 167 183 18 Future Volume (vph) 28 367 190 223 473 163 290 279 201 167 183 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 150 0 250 250 250 0 0 90 Storage Lanes 0 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.949 0.962 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3294 0 1671 3216 0 1656 1743 1482 1752 1845 1568 Flt Permitted 0.410 0.316 0.334 0.453 Satd. Flow (perm) 749 3294 0 556 3216 0 582 1743 1482 836 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 80 50 201 245 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1038 510 987 604 Travel Time (s) 23.6 11.6 22.4 13.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 28 367 190 223 473 163 290 279 201 167 183 18 Shared Lane Traffic (%) Lane Group Flow (vph) 28 557 0 223 636 0 290 279 201 167 183 18 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 4 Switch Phase Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 43.0 25.0 58.0 23.0 36.0 36.0 16.0 29.0 29.0 Total Split (%) 8.3% 35.8% 20.8% 48.3% 19.2% 30.0% 30.0% 13.3% 24.2% 24.2% Maximum Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 43.1 39.0 58.6 53.0 38.4 22.9 22.9 26.2 16.5 16.5 Actuated g/C Ratio 0.39 0.36 0.54 0.48 0.35 0.21 0.21 0.24 0.15 0.15 v/c Ratio 0.08 0.45 0.51 0.40 0.80 0.76 0.43 0.59 0.66 0.04 Control Delay 15.6 25.7 19.0 19.0 46.1 55.4 8.0 36.5 56.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.6 25.7 19.0 19.0 46.1 55.4 8.0 36.5 56.3 0.2 LOS B C B B D E A D E A Approach Delay 25.2 19.0 39.5 44.5 Approach LOS C B D D 90th %ile Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 90th %ile Term Code Max MaxR Max MaxR Max Max Max Max Max Max 70th %ile Green (s) 4.0 40.0 16.0 52.0 17.0 27.8 27.8 10.0 20.8 20.8 70th %ile Term Code Max Hold Gap MaxR Max Gap Gap Max Hold Hold 50th %ile Green (s) 4.0 42.5 13.5 52.0 17.0 24.1 24.1 10.0 17.1 17.1 50th %ile Term Code Max Hold Gap MaxR Max Gap Gap Max Hold Hold 30th %ile Green (s) 0.0 37.0 11.4 54.4 16.9 20.2 20.2 10.0 13.3 13.3 30th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 10th %ile Green (s) 0.0 37.4 8.6 52.0 12.9 14.3 14.3 8.4 9.8 9.8 10th %ile Term Code Skip Hold Gap MaxR Gap Hold Hold Gap Gap Gap Queue Length 50th (ft) 9 135 83 148 166 194 0 87 128 0 Queue Length 95th (ft) 26 216 144 215 #272 289 59 141 204 0 Internal Link Dist (ft) 958 430 907 524 Turn Bay Length (ft) 150 250 250 90 Base Capacity (vph) 331 1227 493 1583 374 482 555 287 391 525 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.08 0.45 0.45 0.40 0.78 0.58 0.36 0.58 0.47 0.03 Intersection Summary Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 7 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 109.4 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.80 Intersection Signal Delay: 30.2 Intersection LOS: C Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 117.8 50th %ile Actuated Cycle: 114.1 30th %ile Actuated Cycle: 102.6 10th %ile Actuated Cycle: 92.7 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Kennedy Drive/Airport Drive & US 2 HCM 6th Signalized Intersection Summary 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 367 190 223 473 163 290 279 201 167 183 18 Future Volume (veh/h) 28 367 190 223 473 163 290 279 201 167 183 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1781 1781 1781 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 28 367 190 223 473 163 290 279 201 167 183 18 Peak Hour 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 Percent Heavy Veh, % 4 4 4 8 8 8 9 9 9 3 3 3 Cap, veh/h 379 906 462 459 1184 405 360 332 281 261 229 194 Arrive On Green 0.02 0.40 0.40 0.10 0.48 0.48 0.16 0.19 0.19 0.09 0.12 0.12 Sat Flow, veh/h 1753 2242 1142 1697 2475 847 1682 1767 1497 1767 1856 1572 Grp Volume(v), veh/h 28 285 272 223 322 314 290 279 201 167 183 18 Grp Sat Flow(s),veh/h/ln 1753 1749 1635 1697 1692 1629 1682 1767 1497 1767 1856 1572 Q Serve(g_s), s 1.0 12.6 12.9 7.9 13.3 13.5 15.9 16.6 13.7 8.9 10.4 1.1 Cycle Q Clear(g_c), s 1.0 12.6 12.9 7.9 13.3 13.5 15.9 16.6 13.7 8.9 10.4 1.1 Prop In Lane 1.00 0.70 1.00 0.52 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 379 707 661 459 810 779 360 332 281 261 229 194 V/C Ratio(X) 0.07 0.40 0.41 0.49 0.40 0.40 0.81 0.84 0.72 0.64 0.80 0.09 Avail Cap(c_a), veh/h 407 707 661 595 810 779 360 488 413 261 393 333 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.4 23.0 23.1 16.0 18.3 18.3 33.3 42.6 41.4 37.5 46.3 42.3 Incr Delay (d2), s/veh 0.1 1.7 1.9 0.8 1.5 1.5 12.6 8.5 3.4 5.2 6.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 5.5 5.3 3.1 5.4 5.3 7.7 7.9 5.3 4.2 5.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.5 24.7 25.0 16.8 19.7 19.8 45.9 51.1 44.8 42.6 52.7 42.5 LnGrp LOS B C C B B B D D D D D D Approach Vol, veh/h 585 859 770 368 Approach Delay, s/veh 24.6 19.0 47.5 47.6 Approach LOS C B D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.3 49.9 23.0 19.4 8.3 58.0 16.0 26.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 37.0 17.0 23.0 4.0 52.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 9.9 14.9 17.9 12.4 3.0 15.5 10.9 18.6 Green Ext Time (p_c), s 0.4 3.5 0.0 0.7 0.0 4.6 0.0 1.8 Intersection Summary HCM 6th Ctrl Delay 32.8 HCM 6th LOS C Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 9 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 131 538 536 105 117 522 Future Volume (vph) 131 538 536 105 117 522 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 2 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.978 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3433 1863 1822 0 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3433 1863 1822 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 15 204 Link Speed (mph) 30 30 30 Link Distance (ft) 528 597 249 Travel Time (s) 12.0 13.6 5.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 131 538 536 105 117 522 Shared Lane Traffic (%) Lane Group Flow (vph) 131 538 641 0 117 522 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Detector Phase 7 4 8 6 7 Switch Phase Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 10 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 9.5 Total Split (s) 18.0 56.0 38.0 24.0 18.0 Total Split (%) 22.5% 70.0% 47.5% 30.0% 22.5% Maximum Green (s) 13.5 51.5 33.5 19.5 13.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 8.9 41.9 28.5 19.8 33.2 Actuated g/C Ratio 0.13 0.59 0.40 0.28 0.47 v/c Ratio 0.31 0.49 0.87 0.24 0.61 Control Delay 31.2 9.7 32.9 24.0 12.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.2 9.7 32.9 24.0 12.6 LOS C A C C B Approach Delay 13.9 32.9 14.7 Approach LOS B C B 90th %ile Green (s) 13.5 51.5 33.5 19.5 13.5 90th %ile Term Code Max Hold Max MaxR Max 70th %ile Green (s) 10.1 48.1 33.5 19.5 10.1 70th %ile Term Code Gap Hold Max MaxR Gap 50th %ile Green (s) 8.2 44.8 32.1 19.5 8.2 50th %ile Term Code Gap Hold Gap MaxR Gap 30th %ile Green (s) 7.2 37.6 25.9 19.5 7.2 30th %ile Term Code Gap Hold Gap MaxR Gap 10th %ile Green (s) 6.0 29.3 18.8 19.5 6.0 10th %ile Term Code Gap Hold Gap MaxR Gap Queue Length 50th (ft) 28 118 235 42 103 Queue Length 95th (ft) 53 182 #464 91 208 Internal Link Dist (ft) 448 517 169 Turn Bay Length (ft) Base Capacity (vph) 664 1374 882 494 944 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.20 0.39 0.73 0.24 0.55 Intersection Summary Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 11 Area Type: Other Cycle Length: 80 Actuated Cycle Length: 70.8 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.87 Intersection Signal Delay: 20.4 Intersection LOS: C Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 80 70th %ile Actuated Cycle: 76.6 50th %ile Actuated Cycle: 73.3 30th %ile Actuated Cycle: 66.1 10th %ile Actuated Cycle: 57.8 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Williston Rd & Industrial Ave HCM 6th Signalized Intersection Summary 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 12 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 131 538 536 105 117 522 Future Volume (veh/h) 131 538 536 105 117 522 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 131 538 536 105 117 522 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 246 1028 619 121 549 601 Arrive On Green 0.07 0.55 0.41 0.41 0.31 0.31 Sat Flow, veh/h 3456 1870 1519 298 1781 1585 Grp Volume(v), veh/h 131 538 0 641 117 522 Grp Sat Flow(s),veh/h/ln 1728 1870 0 1817 1781 1585 Q Serve(g_s), s 2.3 11.5 0.0 20.4 3.1 19.3 Cycle Q Clear(g_c), s 2.3 11.5 0.0 20.4 3.1 19.3 Prop In Lane 1.00 0.16 1.00 1.00 Lane Grp Cap(c), veh/h 246 1028 0 740 549 601 V/C Ratio(X) 0.53 0.52 0.00 0.87 0.21 0.87 Avail Cap(c_a), veh/h 737 1522 0 962 549 601 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.4 9.0 0.0 17.2 16.2 18.2 Incr Delay (d2), s/veh 1.8 0.4 0.0 6.7 0.9 15.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 3.9 0.0 8.9 1.3 17.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 30.2 9.4 0.0 23.9 17.1 33.8 LnGrp LOS C A A C B C Approach Vol, veh/h 669 641 639 Approach Delay, s/veh 13.5 23.9 30.8 Approach LOS B C C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 39.3 24.0 9.0 30.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 51.5 19.5 13.5 33.5 Max Q Clear Time (g_c+I1), s 13.5 21.3 4.3 22.4 Green Ext Time (p_c), s 4.0 0.0 0.2 3.4 Intersection Summary HCM 6th Ctrl Delay 22.6 HCM 6th LOS C Lanes, Volumes, Timings 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 723 12 34 804 10 16 1 125 8 0 10 Future Volume (vph) 10 723 12 34 804 10 16 1 125 8 0 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 11 12 10 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 320 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.998 0.881 0.925 Flt Protected 0.950 0.950 0.994 0.978 Satd. Flow (prot) 1770 1735 0 1711 1859 0 0 1631 0 0 1685 0 Flt Permitted 0.950 0.950 0.994 0.978 Satd. Flow (perm) 1770 1735 0 1711 1859 0 0 1631 0 0 1685 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 237 301 312 Travel Time (s) 12.6 5.4 6.8 7.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 10 723 12 34 804 10 16 1 125 8 0 10 Shared Lane Traffic (%) Lane Group Flow (vph) 10 735 0 34 814 0 0 142 0 0 18 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.09 1.04 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 14 Intersection Int Delay, s/veh 3.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 723 12 34 804 10 16 1 125 8 0 10 Future Vol, veh/h 10 723 12 34 804 10 16 1 125 8 0 10 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 320 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 10 723 12 34 804 10 16 1 125 8 0 10 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 814 0 0 735 0 0 1631 1631 729 1689 1632 809 Stage 1 - - - - - - 749 749 - 877 877 - Stage 2 - - - - - - 882 882 - 812 755 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 813 - - 870 - - 81 101 423 74 101 380 Stage 1 - - - - - - 404 419 - 343 366 - Stage 2 - - - - - - 341 364 - 373 417 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 813 - - 870 - - 76 96 423 50 96 380 Mov Cap-2 Maneuver - - - - - - 76 96 - 50 96 - Stage 1 - - - - - - 399 414 - 339 352 - Stage 2 - - - - - - 319 350 - 259 412 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 31.3 50.4 HCM LOS D F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 275 813 - - 870 - - 97 HCM Lane V/C Ratio 0.516 0.012 - - 0.039 - - 0.186 HCM Control Delay (s) 31.3 9.5 - - 9.3 - - 50.4 HCM Lane LOS D A - - A - - F HCM 95th %tile Q(veh) 2.7 0 - - 0.1 - - 0.6 Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 479 146 83 700 52 237 242 65 99 225 11 Future Volume (vph) 3 479 146 83 700 52 237 242 65 99 225 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 600 0 200 0 0 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.965 0.991 0.968 0.993 Flt Protected 0.995 0.950 0.950 Satd. Flow (prot) 0 3415 0 0 3490 0 1770 1803 0 1770 1850 0 Flt Permitted 0.952 0.795 0.513 0.492 Satd. Flow (perm) 0 3251 0 0 2788 0 956 1803 0 916 1850 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 72 12 19 3 Link Speed (mph) 30 30 30 30 Link Distance (ft) 252 1419 510 332 Travel Time (s) 5.7 32.3 11.6 7.5 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 3 479 146 83 700 52 237 242 65 99 225 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 628 0 0 835 0 237 307 0 99 236 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 35.0 35.0 35.0 11.0 24.0 11.0 24.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 15.7% 34.3% 15.7% 34.3% Maximum Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 24.4 24.4 27.2 22.1 26.0 19.6 Actuated g/C Ratio 0.38 0.38 0.42 0.34 0.40 0.31 v/c Ratio 0.49 0.78 0.49 0.48 0.22 0.42 Control Delay 14.3 22.8 16.3 21.4 12.4 21.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.3 22.8 16.3 21.4 12.4 21.7 LOS B C B C B C Approach Delay 14.3 22.8 19.2 18.9 Approach LOS B C B B 90th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 90th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 70th %ile Green (s) 29.7 29.7 29.7 29.7 6.5 19.5 6.5 19.5 70th %ile Term Code Hold Hold Gap Gap Max MaxR Max MaxR 50th %ile Green (s) 25.4 25.4 25.4 25.4 6.5 19.5 6.5 19.5 50th %ile Term Code Hold Hold Gap Gap Max MaxR Max MaxR 30th %ile Green (s) 21.4 21.4 21.4 21.4 6.5 19.5 6.5 19.5 30th %ile Term Code Hold Hold Gap Gap Max MaxR Max MaxR 10th %ile Green (s) 16.6 16.6 16.6 16.6 6.5 30.5 0.0 19.5 10th %ile Term Code Hold Hold Gap Gap Max Hold Skip MaxR Queue Length 50th (ft) 82 143 54 94 21 73 Queue Length 95th (ft) 123 205 111 184 51 144 Internal Link Dist (ft) 172 1339 430 252 Turn Bay Length (ft) 200 Base Capacity (vph) 1592 1339 488 634 460 567 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 0.39 0.62 0.49 0.48 0.22 0.42 Intersection Summary Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 17 Area Type: Other Cycle Length: 70 Actuated Cycle Length: 64.2 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 19.1 Intersection LOS: B Intersection Capacity Utilization 82.0% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 70 70th %ile Actuated Cycle: 69.2 50th %ile Actuated Cycle: 64.9 30th %ile Actuated Cycle: 60.9 10th %ile Actuated Cycle: 56.1 Splits and Phases: 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd HCM 6th Signalized Intersection Summary 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 479 146 83 700 52 237 242 65 99 225 11 Future Volume (veh/h) 3 479 146 83 700 52 237 242 65 99 225 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 479 146 83 700 52 237 242 65 99 225 11 Peak Hour 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 58 994 299 139 994 77 532 489 131 454 543 27 Arrive On Green 0.38 0.38 0.38 0.38 0.38 0.38 0.10 0.34 0.34 0.07 0.31 0.31 Sat Flow, veh/h 3 2630 792 187 2629 203 1781 1420 381 1781 1768 86 Grp Volume(v), veh/h 341 0 287 409 0 426 237 0 307 99 0 236 Grp Sat Flow(s),veh/h/ln 1865 0 1559 1355 0 1665 1781 0 1802 1781 0 1855 Q Serve(g_s), s 0.0 0.0 8.9 8.9 0.0 13.6 5.8 0.0 8.5 2.3 0.0 6.4 Cycle Q Clear(g_c), s 8.8 0.0 8.9 17.8 0.0 13.6 5.8 0.0 8.5 2.3 0.0 6.4 Prop In Lane 0.01 0.51 0.20 0.12 1.00 0.21 1.00 0.05 Lane Grp Cap(c), veh/h 762 0 589 580 0 629 532 0 621 454 0 570 V/C Ratio(X) 0.45 0.00 0.49 0.71 0.00 0.68 0.45 0.00 0.49 0.22 0.00 0.41 Avail Cap(c_a), veh/h 951 0 749 731 0 800 532 0 621 521 0 570 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 15.0 0.0 15.1 17.6 0.0 16.5 13.2 0.0 16.4 13.6 0.0 17.5 Incr Delay (d2), s/veh 0.4 0.0 0.6 2.3 0.0 1.6 0.6 0.0 2.8 0.2 0.0 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.4 0.0 2.9 5.2 0.0 4.9 2.1 0.0 3.7 0.9 0.0 2.9 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.4 0.0 15.7 19.9 0.0 18.1 13.8 0.0 19.2 13.8 0.0 19.7 LnGrp LOS B A B B A B B A B B A B Approach Vol, veh/h 628 835 544 335 Approach Delay, s/veh 15.6 19.0 16.9 17.9 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.6 26.4 28.5 11.0 24.0 28.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 19.5 30.5 6.5 19.5 30.5 Max Q Clear Time (g_c+I1), s 4.3 10.5 10.9 7.8 8.4 19.8 Green Ext Time (p_c), s 0.0 1.2 3.9 0.0 0.9 4.1 Intersection Summary HCM 6th Ctrl Delay 17.4 HCM 6th LOS B Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 17 3 50 479 15 322 19 383 261 218 376 17 Future Volume (vph) 17 3 50 479 15 322 19 383 261 218 376 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 130 0 500 0 Storage Lanes 0 0 1 0 1 1 2 0 Taper Length (ft) 25 25 25 25 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 0.95 Ped Bike Factor Frt 0.904 0.857 0.850 0.994 Flt Protected 0.988 0.950 0.950 0.950 Satd. Flow (prot) 0 1664 0 1770 1596 0 1770 3539 1583 1770 3518 0 Flt Permitted 0.895 0.711 0.950 0.950 Satd. Flow (perm) 0 1507 0 1324 1596 0 1770 3539 1583 1770 3518 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 50 322 261 4 Link Speed (mph) 30 30 30 30 Link Distance (ft) 113 232 293 987 Travel Time (s) 2.6 5.3 6.7 22.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 17 3 50 479 15 322 19 383 261 218 376 17 Shared Lane Traffic (%) Lane Group Flow (vph) 0 70 0 479 337 0 19 383 261 218 393 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Detector Phase 8 8 4 4 1 6 2 5 2 Switch Phase Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 10.0 22.0 10.0 22.0 Total Split (s) 63.0 63.0 63.0 63.0 12.0 20.0 39.0 31.0 39.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 10.5% 17.5% 34.2% 27.2% 34.2% Maximum Green (s) 57.0 57.0 57.0 57.0 6.0 14.0 33.0 25.0 33.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 41.3 41.3 41.3 6.1 23.1 34.2 17.2 34.2 Actuated g/C Ratio 0.41 0.41 0.41 0.06 0.23 0.34 0.17 0.34 v/c Ratio 0.11 0.88 0.40 0.18 0.47 0.37 0.72 0.33 Control Delay 7.3 44.4 3.8 54.0 39.3 5.2 54.0 26.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.3 44.4 3.8 54.0 39.3 5.2 54.0 26.9 LOS A D A D D A D C Approach Delay 7.3 27.6 26.3 36.6 Approach LOS A C C D 90th %ile Green (s) 57.0 57.0 57.0 57.0 6.0 18.0 37.0 25.0 37.0 90th %ile Term Code Hold Hold Max Max MaxR Ped Hold Max Hold 70th %ile Green (s) 51.2 51.2 51.2 51.2 6.0 18.0 33.0 21.0 33.0 70th %ile Term Code Hold Hold Gap Gap MaxR Ped MaxR Gap MaxR 50th %ile Green (s) 42.2 42.2 42.2 42.2 6.0 21.8 33.0 17.2 33.0 50th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR 30th %ile Green (s) 34.5 34.5 34.5 34.5 6.0 25.0 33.0 14.0 33.0 30th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR 10th %ile Green (s) 25.5 25.5 25.5 25.5 6.0 28.6 33.0 10.4 33.0 10th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR Queue Length 50th (ft) 7 266 5 12 112 0 131 96 Queue Length 95th (ft) 33 432 55 40 202 59 233 164 Internal Link Dist (ft) 33 152 213 907 Turn Bay Length (ft) 130 500 Base Capacity (vph) 894 767 1060 108 819 713 450 1206 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 0.08 0.62 0.32 0.18 0.47 0.37 0.48 0.33 Intersection Summary Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 21 Area Type: Other Cycle Length: 114 Actuated Cycle Length: 99.9 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 29.1 Intersection LOS: C Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 118 70th %ile Actuated Cycle: 108.2 50th %ile Actuated Cycle: 99.2 30th %ile Actuated Cycle: 91.5 10th %ile Actuated Cycle: 82.5 Splits and Phases: 9: Kimball Ave & Kennedy Drive HCM 6th Signalized Intersection Summary 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 22 HCM 6th Edition methodology does not support custom phasing. HCM Signalized Intersection Capacity Analysis 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 367 190 223 473 163 290 279 201 167 183 18 Future Volume (vph) 28 367 190 223 473 163 290 279 201 167 183 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3294 1671 3214 1656 1743 1482 1752 1845 1568 Flt Permitted 0.41 1.00 0.32 1.00 0.33 1.00 1.00 0.45 1.00 1.00 Satd. Flow (perm) 750 3294 557 3214 582 1743 1482 835 1845 1568 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 28 367 190 223 473 163 290 279 201 167 183 18 RTOR Reduction (vph) 0 50 0 0 26 0 0 0 160 0 0 15 Lane Group Flow (vph) 28 507 0 223 610 0 290 279 41 167 183 3 Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Actuated Green, G (s) 43.9 41.7 61.2 53.0 38.7 23.0 23.0 26.2 16.5 16.5 Effective Green, g (s) 43.9 41.7 61.2 53.0 38.7 23.0 23.0 26.2 16.5 16.5 Actuated g/C Ratio 0.39 0.37 0.55 0.47 0.35 0.21 0.21 0.23 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 313 1227 439 1522 356 358 304 274 272 231 v/s Ratio Prot 0.00 0.15 c0.06 0.19 c0.12 0.16 0.05 0.10 v/s Ratio Perm 0.03 c0.22 c0.16 0.03 0.09 0.00 v/c Ratio 0.09 0.41 0.51 0.40 0.81 0.78 0.14 0.61 0.67 0.01 Uniform Delay, d1 21.0 26.0 14.4 19.1 29.7 42.0 36.3 36.4 45.1 40.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.0 0.9 0.8 13.3 10.3 0.2 3.8 6.4 0.0 Delay (s) 21.1 27.1 15.3 19.9 43.1 52.3 36.5 40.2 51.6 40.8 Level of Service C C B B D D D D D D Approach Delay (s) 26.8 18.7 44.7 45.9 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 32.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 111.9 Sum of lost time (s) 24.0 Intersection Capacity Utilization 74.3% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: Williston Rd & Industrial Ave 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 131 538 536 105 117 522 Future Volume (vph) 131 538 536 105 117 522 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1863 1822 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 1863 1822 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 131 538 536 105 117 522 RTOR Reduction (vph) 0 0 9 0 0 121 Lane Group Flow (vph) 131 538 632 0 117 401 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Actuated Green, G (s) 8.8 41.9 28.6 19.8 28.6 Effective Green, g (s) 8.8 41.9 28.6 19.8 28.6 Actuated g/C Ratio 0.12 0.59 0.40 0.28 0.40 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 427 1104 737 495 741 v/s Ratio Prot 0.04 0.29 c0.35 0.07 c0.07 v/s Ratio Perm 0.19 v/c Ratio 0.31 0.49 0.86 0.24 0.54 Uniform Delay, d1 28.2 8.2 19.2 19.6 16.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.3 9.7 1.1 0.8 Delay (s) 28.6 8.6 28.9 20.7 16.9 Level of Service C A C C B Approach Delay (s) 12.5 28.9 17.6 Approach LOS B C B Intersection Summary HCM 2000 Control Delay 19.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 70.7 Sum of lost time (s) 13.5 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 479 146 83 700 52 237 242 65 99 225 11 Future Volume (vph) 3 479 146 83 700 52 237 242 65 99 225 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 0.97 1.00 0.99 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3415 3489 1770 1804 1770 1850 Flt Permitted 0.95 0.79 0.51 1.00 0.49 1.00 Satd. Flow (perm) 3251 2787 955 1804 917 1850 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 3 479 146 83 700 52 237 242 65 99 225 11 RTOR Reduction (vph) 0 45 0 0 8 0 0 13 0 0 2 0 Lane Group Flow (vph) 0 583 0 0 827 0 237 294 0 99 234 0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 24.4 24.4 28.7 22.2 25.9 20.8 Effective Green, g (s) 24.4 24.4 28.7 22.2 25.9 20.8 Actuated g/C Ratio 0.37 0.37 0.44 0.34 0.40 0.32 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1216 1042 501 614 430 590 v/s Ratio Prot c0.05 c0.16 0.02 0.13 v/s Ratio Perm 0.18 c0.30 0.16 0.07 v/c Ratio 0.48 0.79 0.47 0.48 0.23 0.40 Uniform Delay, d1 15.6 18.2 11.9 16.9 12.6 17.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 4.2 0.7 2.7 0.3 2.0 Delay (s) 15.9 22.4 12.6 19.6 12.9 19.3 Level of Service B C B B B B Approach Delay (s) 15.9 22.4 16.6 17.4 Approach LOS B C B B Intersection Summary HCM 2000 Control Delay 18.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 65.2 Sum of lost time (s) 13.5 Intersection Capacity Utilization 82.0% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: Kimball Ave & Kennedy Drive 01/18/2022 2022 No Build PM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 17 3 50 479 15 322 19 383 261 218 376 17 Future Volume (vph) 17 3 50 479 15 322 19 383 261 218 376 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.90 1.00 0.86 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1663 1770 1596 1770 3539 1583 1770 3516 Flt Permitted 0.89 0.71 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1506 1325 1596 1770 3539 1583 1770 3516 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 17 3 50 479 15 322 19 383 261 218 376 17 RTOR Reduction (vph) 0 29 0 0 188 0 0 0 171 0 3 0 Lane Group Flow (vph) 0 41 0 479 149 0 19 383 90 218 390 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Actuated Green, G (s) 41.3 41.3 41.3 6.1 23.2 34.2 17.1 34.2 Effective Green, g (s) 41.3 41.3 41.3 6.1 23.2 34.2 17.1 34.2 Actuated g/C Ratio 0.41 0.41 0.41 0.06 0.23 0.34 0.17 0.34 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 624 549 661 108 824 543 303 1207 v/s Ratio Prot 0.09 0.01 c0.11 c0.12 0.11 v/s Ratio Perm 0.03 c0.36 0.06 v/c Ratio 0.07 0.87 0.22 0.18 0.46 0.17 0.72 0.32 Uniform Delay, d1 17.5 26.7 18.8 44.4 32.9 22.8 39.0 24.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 14.2 0.2 3.5 1.9 0.7 7.9 0.7 Delay (s) 17.6 41.0 19.0 47.9 34.7 23.4 46.9 24.9 Level of Service B D B D C C D C Approach Delay (s) 17.6 31.9 30.7 32.7 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 31.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.72 Actuated Cycle Length (s) 99.6 Sum of lost time (s) 18.0 Intersection Capacity Utilization 70.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 141 787 775 57 94 269 Future Volume (vph) 141 787 775 57 94 269 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 15% 0% 0% Storage Length (ft) 200 0 0 100 Storage Lanes 1 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.991 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1637 1723 1846 0 1770 1583 Flt Permitted 0.124 0.950 Satd. Flow (perm) 214 1723 1846 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 134 Link Speed (mph) 30 30 30 Link Distance (ft) 344 412 247 Travel Time (s) 7.8 9.4 5.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 141 787 775 57 94 269 Shared Lane Traffic (%) Lane Group Flow (vph) 141 787 832 0 94 269 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Right Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type pm+pt NA NA Prot pt+ov Protected Phases 7 4 8 6 6 7 Permitted Phases 4 Detector Phase 7 4 8 6 6 7 Switch Phase Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 2 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 24.0 Total Split (s) 11.0 56.0 45.0 24.0 Total Split (%) 13.8% 70.0% 56.3% 30.0% Maximum Green (s) 5.0 50.0 39.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 Recall Mode None Max Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 50.1 50.1 39.1 10.9 22.0 Actuated g/C Ratio 0.69 0.69 0.53 0.15 0.30 v/c Ratio 0.58 0.67 0.84 0.36 0.47 Control Delay 16.3 11.2 25.5 31.1 13.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 16.3 11.2 25.5 31.1 13.0 LOS B B C C B Approach Delay 11.9 25.5 17.7 Approach LOS B C B 90th %ile Green (s) 5.0 50.0 39.0 17.5 90th %ile Term Code Max MaxR MaxR Gap 70th %ile Green (s) 5.0 50.0 39.0 13.3 70th %ile Term Code Max MaxR MaxR Gap 50th %ile Green (s) 5.0 50.0 39.0 10.7 50th %ile Term Code Max MaxR MaxR Gap 30th %ile Green (s) 5.0 50.0 39.0 8.3 30th %ile Term Code Max MaxR MaxR Gap 10th %ile Green (s) 5.0 50.0 39.0 5.9 10th %ile Term Code Max MaxR MaxR Gap Queue Length 50th (ft) 18 168 289 39 46 Queue Length 95th (ft) #58 379 #612 78 107 Internal Link Dist (ft) 264 332 167 Turn Bay Length (ft) 200 100 Base Capacity (vph) 244 1181 989 437 549 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.58 0.67 0.84 0.22 0.49 Intersection Summary Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 3 Area Type: Other Cycle Length: 80 Actuated Cycle Length: 73.1 Natural Cycle: 75 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.84 Intersection Signal Delay: 18.2 Intersection LOS: B Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 79.5 70th %ile Actuated Cycle: 75.3 50th %ile Actuated Cycle: 72.7 30th %ile Actuated Cycle: 70.3 10th %ile Actuated Cycle: 67.9 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Williston Rd & Driveway HCM 6th Signalized Intersection Summary 1: Williston Rd & Driveway 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 141 787 775 57 94 269 Future Volume (veh/h) 141 787 775 57 94 269 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 545 545 1870 1870 1870 1870 Adj Flow Rate, veh/h 141 787 775 57 94 269 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 150 358 881 65 331 399 Arrive On Green 0.07 0.66 0.51 0.51 0.19 0.19 Sat Flow, veh/h 519 545 1721 127 1781 1585 Grp Volume(v), veh/h 141 787 0 832 94 269 Grp Sat Flow(s),veh/h/ln 519 545 0 1848 1781 1585 Q Serve(g_s), s 5.0 50.0 0.0 30.4 3.5 11.7 Cycle Q Clear(g_c), s 5.0 50.0 0.0 30.4 3.5 11.7 Prop In Lane 1.00 0.07 1.00 1.00 Lane Grp Cap(c), veh/h 150 358 0 946 331 399 V/C Ratio(X) 0.94 2.20 0.00 0.88 0.28 0.67 Avail Cap(c_a), veh/h 150 358 0 946 421 479 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.9 13.1 0.0 16.5 26.6 25.7 Incr Delay (d2), s/veh 55.2 548.7 0.0 11.5 0.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 59.1 0.0 14.3 1.5 10.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 82.1 561.7 0.0 27.9 27.1 28.6 LnGrp LOS F F A C C C Approach Vol, veh/h 928 832 363 Approach Delay, s/veh 488.9 27.9 28.2 Approach LOS F C C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 56.0 20.2 11.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 50.0 18.0 5.0 39.0 Max Q Clear Time (g_c+I1), s 52.0 13.7 7.0 32.4 Green Ext Time (p_c), s 0.0 0.5 0.0 3.2 Intersection Summary HCM 6th Ctrl Delay 229.5 HCM 6th LOS F Lanes, Volumes, Timings 2: Shunpike Rd & US 2/Williston Rd 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 5 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 918 7 16 1033 7 9 Future Volume (vph) 918 7 16 1033 7 9 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 0 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.924 Flt Protected 0.999 0.979 Satd. Flow (prot) 1825 0 0 1758 1685 0 Flt Permitted 0.999 0.979 Satd. Flow (perm) 1825 0 0 1758 1685 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1317 344 842 Travel Time (s) 29.9 7.8 19.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 8% 8% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 918 7 16 1033 7 9 Shared Lane Traffic (%) Lane Group Flow (vph) 925 0 0 1049 16 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15 HCM 6th TWSC 2: Shunpike Rd & US 2/Williston Rd 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 6 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 918 7 16 1033 7 9 Future Vol, veh/h 918 7 16 1033 7 9 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 4 4 8 8 2 2 Mvmt Flow 918 7 16 1033 7 9 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 925 0 1987 922 Stage 1 - - - - 922 - Stage 2 - - - - 1065 - Critical Hdwy - - 4.18 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.272 - 3.518 3.318 Pot Cap-1 Maneuver - - 715 - 67 327 Stage 1 - - - - 387 - Stage 2 - - - - 331 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 715 - 63 327 Mov Cap-2 Maneuver - - - - 63 - Stage 1 - - - - 387 - Stage 2 - - - - 313 - Approach EB WB NB HCM Control Delay, s 0 0.2 41.3 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 115 - - 715 - HCM Lane V/C Ratio 0.139 - - 0.022 - HCM Control Delay (s) 41.3 - - 10.2 0 HCM Lane LOS E - - B A HCM 95th %tile Q(veh) 0.5 - - 0.1 - Lanes, Volumes, Timings 4: US 2 & Aviation Avenue 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 18 866 1055 4 10 41 Future Volume (vph) 18 866 1055 4 10 41 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 250 250 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1752 1845 1879 0 1752 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1752 1845 1879 0 1752 1568 Link Speed (mph) 30 30 30 Link Distance (ft) 963 673 785 Travel Time (s) 21.9 15.3 17.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 3% 1% 1% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 18 866 1055 4 10 41 Shared Lane Traffic (%) Lane Group Flow (vph) 18 866 1059 0 10 41 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.8% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 4: US 2 & Aviation Avenue 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 8 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 866 1055 4 10 41 Future Vol, veh/h 18 866 1055 4 10 41 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 - - - 250 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 1 1 3 3 Mvmt Flow 18 866 1055 4 10 41 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1059 0 - 0 1959 1057 Stage 1 - - - - 1057 - Stage 2 - - - - 902 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 654 - - - 69 272 Stage 1 - - - - 333 - Stage 2 - - - - 394 - Platoon blocked, % - - - Mov Cap-1 Maneuver 654 - - - 67 272 Mov Cap-2 Maneuver - - - - 67 - Stage 1 - - - - 324 - Stage 2 - - - - 394 - Approach EB WB SB HCM Control Delay, s 0.2 0 29.9 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 654 - - - 67 272 HCM Lane V/C Ratio 0.028 - - - 0.149 0.151 HCM Control Delay (s) 10.7 - - - 67.9 20.6 HCM Lane LOS B - - - F C HCM 95th %tile Q(veh) 0.1 - - - 0.5 0.5 Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 432 190 290 614 212 290 279 236 196 183 18 Future Volume (vph) 28 432 190 290 614 212 290 279 236 196 183 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 150 0 250 250 250 0 0 90 Storage Lanes 0 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.954 0.962 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3311 0 1671 3216 0 1656 1743 1482 1752 1845 1568 Flt Permitted 0.341 0.272 0.335 0.437 Satd. Flow (perm) 623 3311 0 479 3216 0 584 1743 1482 806 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 60 50 236 245 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1038 510 987 604 Travel Time (s) 23.6 11.6 22.4 13.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 28 432 190 290 614 212 290 279 236 196 183 18 Shared Lane Traffic (%) Lane Group Flow (vph) 28 622 0 290 826 0 290 279 236 196 183 18 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 4 Switch Phase Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 43.0 25.0 58.0 23.0 36.0 36.0 16.0 29.0 29.0 Total Split (%) 8.3% 35.8% 20.8% 48.3% 19.2% 30.0% 30.0% 13.3% 24.2% 24.2% Maximum Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 41.8 37.8 59.3 53.7 38.4 23.0 23.0 26.7 16.7 16.7 Actuated g/C Ratio 0.38 0.34 0.54 0.49 0.35 0.21 0.21 0.24 0.15 0.15 v/c Ratio 0.10 0.53 0.68 0.52 0.81 0.77 0.48 0.70 0.66 0.04 Control Delay 16.1 29.5 24.1 21.3 46.8 56.2 8.1 43.0 56.2 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.1 29.5 24.1 21.3 46.8 56.2 8.1 43.0 56.2 0.2 LOS B C C C D E A D E A Approach Delay 28.9 22.0 38.7 47.2 Approach LOS C C D D 90th %ile Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 90th %ile Term Code Max MaxR Max MaxR Max Max Max Max Max Max 70th %ile Green (s) 4.0 37.0 19.0 52.0 17.0 27.8 27.8 10.0 20.8 20.8 70th %ile Term Code Max MaxR Max MaxR Max Gap Gap Max Hold Hold 50th %ile Green (s) 4.0 39.6 16.4 52.0 17.0 24.1 24.1 10.0 17.1 17.1 50th %ile Term Code Max Hold Gap MaxR Max Gap Gap Max Hold Hold 30th %ile Green (s) 0.0 37.0 13.7 56.7 17.0 20.6 20.6 10.0 13.6 13.6 30th %ile Term Code Skip MaxR Gap Hold Max Hold Hold Max Gap Gap 10th %ile Green (s) 0.0 37.0 10.2 53.2 13.1 14.1 14.1 9.5 10.5 10.5 10th %ile Term Code Skip MaxR Gap Hold Gap Gap Gap Gap Hold Hold Queue Length 50th (ft) 9 171 112 212 166 194 0 104 128 0 Queue Length 95th (ft) 26 254 189 300 #272 289 64 164 204 0 Internal Link Dist (ft) 958 430 907 524 Turn Bay Length (ft) 150 250 250 90 Base Capacity (vph) 276 1172 464 1588 372 477 577 282 387 522 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.10 0.53 0.63 0.52 0.78 0.58 0.41 0.70 0.47 0.03 Intersection Summary Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 11 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 110.4 Natural Cycle: 65 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.81 Intersection Signal Delay: 31.4 Intersection LOS: C Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 117.8 50th %ile Actuated Cycle: 114.1 30th %ile Actuated Cycle: 105.3 10th %ile Actuated Cycle: 94.8 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Kennedy Drive/Airport Drive & US 2 HCM 6th Signalized Intersection Summary 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 28 432 190 290 614 212 290 279 236 196 183 18 Future Volume (veh/h) 28 432 190 290 614 212 290 279 236 196 183 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1781 1781 1781 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 28 432 190 290 614 212 290 279 236 196 183 18 Peak Hour 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 Percent Heavy Veh, % 4 4 4 8 8 8 9 9 9 3 3 3 Cap, veh/h 302 893 389 454 1180 407 361 333 282 261 231 195 Arrive On Green 0.02 0.38 0.38 0.12 0.48 0.48 0.16 0.19 0.19 0.09 0.12 0.12 Sat Flow, veh/h 1753 2371 1033 1697 2469 851 1682 1767 1497 1767 1856 1572 Grp Volume(v), veh/h 28 318 304 290 421 405 290 279 236 196 183 18 Grp Sat Flow(s),veh/h/ln 1753 1749 1655 1697 1692 1628 1682 1767 1497 1767 1856 1572 Q Serve(g_s), s 1.1 15.0 15.3 10.8 18.8 18.8 15.9 16.6 16.5 10.0 10.4 1.1 Cycle Q Clear(g_c), s 1.1 15.0 15.3 10.8 18.8 18.8 15.9 16.6 16.5 10.0 10.4 1.1 Prop In Lane 1.00 0.62 1.00 0.52 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 302 659 623 454 809 778 361 333 282 261 231 195 V/C Ratio(X) 0.09 0.48 0.49 0.64 0.52 0.52 0.80 0.84 0.84 0.75 0.79 0.09 Avail Cap(c_a), veh/h 330 659 623 543 809 778 361 487 413 261 392 332 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.3 25.8 25.9 17.5 19.7 19.7 33.2 42.5 42.5 38.7 46.3 42.2 Incr Delay (d2), s/veh 0.1 2.5 2.7 1.9 2.4 2.5 12.4 8.3 9.5 11.6 6.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 6.7 6.4 4.3 7.7 7.5 7.6 7.9 6.8 5.4 5.2 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.5 28.3 28.6 19.4 22.1 22.2 45.7 50.8 52.0 50.3 52.4 42.4 LnGrp LOS C C C B C C D D D D D D Approach Vol, veh/h 650 1116 805 397 Approach Delay, s/veh 28.1 21.4 49.3 50.9 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.3 47.0 23.0 19.5 8.3 58.0 16.0 26.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 37.0 17.0 23.0 4.0 52.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 12.8 17.3 17.9 12.4 3.1 20.8 12.0 18.6 Green Ext Time (p_c), s 0.5 3.9 0.0 0.7 0.0 6.2 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 34.4 HCM 6th LOS C Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 147 604 557 105 117 542 Future Volume (vph) 147 604 557 105 117 542 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 2 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.979 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3433 1863 1824 0 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3433 1863 1824 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 15 191 Link Speed (mph) 30 30 30 Link Distance (ft) 528 597 249 Travel Time (s) 12.0 13.6 5.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 147 604 557 105 117 542 Shared Lane Traffic (%) Lane Group Flow (vph) 147 604 662 0 117 542 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Detector Phase 7 4 8 6 7 Switch Phase Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 14 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 9.5 Total Split (s) 18.0 56.0 38.0 24.0 18.0 Total Split (%) 22.5% 70.0% 47.5% 30.0% 22.5% Maximum Green (s) 13.5 51.5 33.5 19.5 13.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 9.1 43.1 29.4 19.7 33.4 Actuated g/C Ratio 0.13 0.60 0.41 0.27 0.46 v/c Ratio 0.34 0.54 0.88 0.24 0.65 Control Delay 31.8 10.4 34.2 24.4 14.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.8 10.4 34.2 24.4 14.1 LOS C B C C B Approach Delay 14.5 34.2 15.9 Approach LOS B C B 90th %ile Green (s) 13.5 51.5 33.5 19.5 13.5 90th %ile Term Code Max Hold Max MaxR Max 70th %ile Green (s) 10.5 48.5 33.5 19.5 10.5 70th %ile Term Code Gap Hold Max MaxR Gap 50th %ile Green (s) 8.5 46.5 33.5 19.5 8.5 50th %ile Term Code Gap Hold Max MaxR Gap 30th %ile Green (s) 7.5 39.5 27.5 19.5 7.5 30th %ile Term Code Gap Hold Gap MaxR Gap 10th %ile Green (s) 6.2 30.8 20.1 19.5 6.2 10th %ile Term Code Gap Hold Gap MaxR Gap Queue Length 50th (ft) 33 140 250 43 123 Queue Length 95th (ft) 59 214 #488 91 230 Internal Link Dist (ft) 448 517 169 Turn Bay Length (ft) Base Capacity (vph) 652 1350 868 486 925 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.23 0.45 0.76 0.24 0.59 Intersection Summary Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 15 Area Type: Other Cycle Length: 80 Actuated Cycle Length: 71.9 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 21.3 Intersection LOS: C Intersection Capacity Utilization 76.8% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 80 70th %ile Actuated Cycle: 77 50th %ile Actuated Cycle: 75 30th %ile Actuated Cycle: 68 10th %ile Actuated Cycle: 59.3 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Williston Rd & Industrial Ave HCM 6th Signalized Intersection Summary 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 16 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 147 604 557 105 117 542 Future Volume (veh/h) 147 604 557 105 117 542 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 147 604 557 105 117 542 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 249 1043 637 120 539 594 Arrive On Green 0.07 0.56 0.42 0.42 0.30 0.30 Sat Flow, veh/h 3456 1870 1530 288 1781 1585 Grp Volume(v), veh/h 147 604 0 662 117 542 Grp Sat Flow(s),veh/h/ln 1728 1870 0 1818 1781 1585 Q Serve(g_s), s 2.7 13.6 0.0 21.5 3.2 19.5 Cycle Q Clear(g_c), s 2.7 13.6 0.0 21.5 3.2 19.5 Prop In Lane 1.00 0.16 1.00 1.00 Lane Grp Cap(c), veh/h 249 1043 0 757 539 594 V/C Ratio(X) 0.59 0.58 0.00 0.87 0.22 0.91 Avail Cap(c_a), veh/h 724 1494 0 945 539 594 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.0 9.3 0.0 17.3 16.8 19.2 Incr Delay (d2), s/veh 2.2 0.5 0.0 7.8 0.9 20.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 4.6 0.0 9.5 1.3 19.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.2 9.8 0.0 25.0 17.7 40.0 LnGrp LOS C A A C B D Approach Vol, veh/h 751 662 659 Approach Delay, s/veh 14.0 25.0 36.0 Approach LOS B C D Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 40.5 24.0 9.1 31.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 51.5 19.5 13.5 33.5 Max Q Clear Time (g_c+I1), s 15.6 21.5 4.7 23.5 Green Ext Time (p_c), s 4.6 0.0 0.3 3.3 Intersection Summary HCM 6th Ctrl Delay 24.5 HCM 6th LOS C Lanes, Volumes, Timings 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 805 13 34 845 10 17 1 125 8 0 11 Future Volume (vph) 12 805 13 34 845 10 17 1 125 8 0 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 11 12 10 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 320 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.998 0.882 0.922 Flt Protected 0.950 0.950 0.994 0.979 Satd. Flow (prot) 1770 1735 0 1711 1859 0 0 1633 0 0 1681 0 Flt Permitted 0.950 0.950 0.994 0.979 Satd. Flow (perm) 1770 1735 0 1711 1859 0 0 1633 0 0 1681 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 237 301 312 Travel Time (s) 12.6 5.4 6.8 7.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 12 805 13 34 845 10 17 1 125 8 0 11 Shared Lane Traffic (%) Lane Group Flow (vph) 12 818 0 34 855 0 0 143 0 0 19 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.09 1.04 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 18 Intersection Int Delay, s/veh 4.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 805 13 34 845 10 17 1 125 8 0 11 Future Vol, veh/h 12 805 13 34 845 10 17 1 125 8 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 320 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 805 13 34 845 10 17 1 125 8 0 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 855 0 0 818 0 0 1760 1759 812 1817 1760 850 Stage 1 - - - - - - 836 836 - 918 918 - Stage 2 - - - - - - 924 923 - 899 842 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 785 - - 810 - - 66 85 379 60 84 360 Stage 1 - - - - - - 362 382 - 326 350 - Stage 2 - - - - - - 323 349 - 334 380 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 785 - - 810 - - 61 80 379 38 79 360 Mov Cap-2 Maneuver - - - - - - 61 80 - 38 79 - Stage 1 - - - - - - 357 376 - 321 335 - Stage 2 - - - - - - 300 334 - 220 374 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 43.4 64.4 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 230 785 - - 810 - - 79 HCM Lane V/C Ratio 0.622 0.015 - - 0.042 - - 0.241 HCM Control Delay (s) 43.4 9.7 - - 9.6 - - 64.4 HCM Lane LOS E A - - A - - F HCM 95th %tile Q(veh) 3.7 0 - - 0.1 - - 0.9 Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 527 146 107 813 96 237 242 72 109 225 11 Future Volume (vph) 3 527 146 107 813 96 237 242 72 109 225 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 600 0 200 0 0 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.968 0.986 0.966 0.993 Flt Protected 0.995 0.950 0.950 Satd. Flow (prot) 0 3426 0 0 3472 0 1770 1799 0 1770 1850 0 Flt Permitted 0.952 0.749 0.491 0.453 Satd. Flow (perm) 0 3262 0 0 2614 0 915 1799 0 844 1850 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 63 20 21 3 Link Speed (mph) 30 30 30 30 Link Distance (ft) 252 1419 510 332 Travel Time (s) 5.7 32.3 11.6 7.5 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 3 527 146 107 813 96 237 242 72 109 225 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 676 0 0 1016 0 237 314 0 109 236 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 35.0 35.0 35.0 11.0 24.0 11.0 24.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 15.7% 34.3% 15.7% 34.3% Maximum Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 29.2 29.2 27.0 21.9 25.9 19.5 Actuated g/C Ratio 0.42 0.42 0.39 0.32 0.38 0.28 v/c Ratio 0.48 0.91 0.54 0.53 0.27 0.45 Control Delay 14.0 31.4 18.9 23.7 14.0 23.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 31.4 18.9 23.7 14.0 23.7 LOS B C B C B C Approach Delay 14.0 31.4 21.7 20.6 Approach LOS B C C C 90th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 90th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 70th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 70th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 50th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 50th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 30th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 30th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 10th %ile Green (s) 24.3 24.3 24.3 24.3 6.5 30.5 0.0 19.5 10th %ile Term Code Hold Hold Gap Gap Max Hold Skip MaxR Queue Length 50th (ft) 93 198 64 109 27 82 Queue Length 95th (ft) 136 #325 111 187 55 144 Internal Link Dist (ft) 172 1339 430 252 Turn Bay Length (ft) 200 Base Capacity (vph) 1483 1172 440 587 407 527 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 0.46 0.87 0.54 0.53 0.27 0.45 Intersection Summary Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 21 Area Type: Other Cycle Length: 70 Actuated Cycle Length: 68.8 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.91 Intersection Signal Delay: 23.3 Intersection LOS: C Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 70 70th %ile Actuated Cycle: 70 50th %ile Actuated Cycle: 70 30th %ile Actuated Cycle: 70 10th %ile Actuated Cycle: 63.8 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Hinesburg Rd/Patchen Rd & US 2 HCM 6th Signalized Intersection Summary 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 527 146 107 813 96 237 242 72 109 225 11 Future Volume (veh/h) 3 527 146 107 813 96 237 242 72 109 225 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 527 146 107 813 96 237 242 72 109 225 11 Peak Hour 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 54 1153 316 153 1025 128 475 433 129 396 499 24 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.09 0.31 0.31 0.06 0.28 0.28 Sat Flow, veh/h 3 2692 739 209 2393 300 1781 1384 412 1781 1768 86 Grp Volume(v), veh/h 366 0 310 488 0 528 237 0 314 109 0 236 Grp Sat Flow(s),veh/h/ln 1865 0 1569 1254 0 1648 1781 0 1796 1781 0 1855 Q Serve(g_s), s 0.0 0.0 9.7 16.3 0.0 18.6 6.5 0.0 10.1 2.9 0.0 7.2 Cycle Q Clear(g_c), s 9.6 0.0 9.7 26.0 0.0 18.6 6.5 0.0 10.1 2.9 0.0 7.2 Prop In Lane 0.01 0.47 0.22 0.18 1.00 0.23 1.00 0.05 Lane Grp Cap(c), veh/h 851 0 672 600 0 706 475 0 562 396 0 524 V/C Ratio(X) 0.43 0.00 0.46 0.81 0.00 0.75 0.50 0.00 0.56 0.28 0.00 0.45 Avail Cap(c_a), veh/h 876 0 693 620 0 728 475 0 562 450 0 524 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.0 0.0 14.1 19.3 0.0 16.6 16.1 0.0 19.8 16.3 0.0 20.4 Incr Delay (d2), s/veh 0.3 0.0 0.5 8.0 0.0 4.2 0.8 0.0 4.0 0.4 0.0 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.0 3.2 8.1 0.0 7.1 2.6 0.0 4.5 1.2 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.4 0.0 14.6 27.2 0.0 20.8 16.9 0.0 23.7 16.6 0.0 23.2 LnGrp LOS B A B C A C B A C B A C Approach Vol, veh/h 676 1016 551 345 Approach Delay, s/veh 14.5 23.9 20.8 21.1 Approach LOS B C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.9 26.1 34.1 11.0 24.0 34.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 19.5 30.5 6.5 19.5 30.5 Max Q Clear Time (g_c+I1), s 4.9 12.1 11.7 8.5 9.2 28.0 Green Ext Time (p_c), s 0.0 1.1 4.2 0.0 0.9 1.6 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C Lanes, Volumes, Timings 9: Kennedy Drive & Bayberry Lane/Kimball Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 3 50 479 15 337 19 401 261 242 417 18 Future Volume (vph) 18 3 50 479 15 337 19 401 261 242 417 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 130 0 500 0 Storage Lanes 0 0 1 0 1 1 2 0 Taper Length (ft) 25 25 25 25 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 0.95 Ped Bike Factor Frt 0.905 0.856 0.850 0.994 Flt Protected 0.987 0.950 0.950 0.950 Satd. Flow (prot) 0 1664 0 1770 1595 0 1770 3539 1583 1770 3518 0 Flt Permitted 0.886 0.711 0.950 0.950 Satd. Flow (perm) 0 1494 0 1324 1595 0 1770 3539 1583 1770 3518 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 50 337 261 4 Link Speed (mph) 30 30 30 30 Link Distance (ft) 113 232 293 987 Travel Time (s) 2.6 5.3 6.7 22.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 18 3 50 479 15 337 19 401 261 242 417 18 Shared Lane Traffic (%) Lane Group Flow (vph) 0 71 0 479 352 0 19 401 261 242 435 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Detector Phase 8 8 4 4 1 6 2 5 2 Switch Phase Lanes, Volumes, Timings 9: Kennedy Drive & Bayberry Lane/Kimball Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 24 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 10.0 22.0 10.0 22.0 Total Split (s) 63.0 63.0 63.0 63.0 12.0 20.0 39.0 31.0 39.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 10.5% 17.5% 34.2% 27.2% 34.2% Maximum Green (s) 57.0 57.0 57.0 57.0 6.0 14.0 33.0 25.0 33.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 41.5 41.5 41.5 6.1 22.5 34.6 18.1 34.6 Actuated g/C Ratio 0.41 0.41 0.41 0.06 0.22 0.34 0.18 0.34 v/c Ratio 0.11 0.88 0.41 0.18 0.51 0.37 0.76 0.36 Control Delay 7.5 44.7 3.8 54.5 40.7 5.2 55.9 27.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 44.7 3.8 54.5 40.7 5.2 55.9 27.4 LOS A D A D D A E C Approach Delay 7.5 27.4 27.5 37.6 Approach LOS A C C D 90th %ile Green (s) 57.0 57.0 57.0 57.0 6.0 18.0 37.0 25.0 37.0 90th %ile Term Code Hold Hold Max Max MaxR Ped Hold Max Hold 70th %ile Green (s) 52.5 52.5 52.5 52.5 6.0 18.0 34.8 22.8 34.8 70th %ile Term Code Hold Hold Gap Gap MaxR Ped Hold Gap Hold 50th %ile Green (s) 42.2 42.2 42.2 42.2 6.0 20.6 33.0 18.4 33.0 50th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR 30th %ile Green (s) 34.5 34.5 34.5 34.5 6.0 23.9 33.0 15.1 33.0 30th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR 10th %ile Green (s) 25.5 25.5 25.5 25.5 6.0 27.8 33.0 11.2 33.0 10th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR Queue Length 50th (ft) 8 266 5 12 120 0 146 108 Queue Length 95th (ft) 34 432 55 40 212 59 259 182 Internal Link Dist (ft) 33 152 213 907 Turn Bay Length (ft) 130 500 Base Capacity (vph) 882 763 1062 107 792 715 447 1212 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 0.08 0.63 0.33 0.18 0.51 0.37 0.54 0.36 Intersection Summary Lanes, Volumes, Timings 9: Kennedy Drive & Bayberry Lane/Kimball Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 25 Area Type: Other Cycle Length: 114 Actuated Cycle Length: 100.5 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 29.8 Intersection LOS: C Intersection Capacity Utilization 72.7% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 118 70th %ile Actuated Cycle: 111.3 50th %ile Actuated Cycle: 99.2 30th %ile Actuated Cycle: 91.5 10th %ile Actuated Cycle: 82.5 Splits and Phases: 9: Kennedy Drive & Bayberry Lane/Kimball Ave HCM 6th Signalized Intersection Summary 9: Kennedy Drive & Bayberry Lane/Kimball Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 26 HCM 6th Edition methodology does not support custom phasing. HCM Signalized Intersection Capacity Analysis 1: Williston Rd & Driveway 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 141 787 775 57 94 269 Future Volume (vph) 141 787 775 57 94 269 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 15% 0% 0% Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1637 1723 1846 1770 1583 Flt Permitted 0.12 1.00 1.00 0.95 1.00 Satd. Flow (perm) 214 1723 1846 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 141 787 775 57 94 269 RTOR Reduction (vph) 0 0 3 0 0 94 Lane Group Flow (vph) 141 787 829 0 94 175 Turn Type pm+pt NA NA Prot pt+ov Protected Phases 7 4 8 6 6 7 Permitted Phases 4 Actuated Green, G (s) 50.1 50.1 39.1 11.0 22.0 Effective Green, g (s) 50.1 50.1 39.1 11.0 22.0 Actuated g/C Ratio 0.69 0.69 0.53 0.15 0.30 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 244 1180 987 266 476 v/s Ratio Prot 0.04 c0.46 c0.45 0.05 c0.11 v/s Ratio Perm 0.36 v/c Ratio 0.58 0.67 0.84 0.35 0.37 Uniform Delay, d1 11.6 6.7 14.4 27.9 20.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.3 3.0 8.6 0.8 0.5 Delay (s) 14.9 9.7 22.9 28.7 20.6 Level of Service B A C C C Approach Delay (s) 10.5 22.9 22.7 Approach LOS B C C Intersection Summary HCM 2000 Control Delay 17.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 73.1 Sum of lost time (s) 18.0 Intersection Capacity Utilization 72.3% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 28 432 190 290 614 212 290 279 236 196 183 18 Future Volume (vph) 28 432 190 290 614 212 290 279 236 196 183 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3312 1671 3214 1656 1743 1482 1752 1845 1568 Flt Permitted 0.34 1.00 0.27 1.00 0.34 1.00 1.00 0.44 1.00 1.00 Satd. Flow (perm) 622 3312 478 3214 585 1743 1482 807 1845 1568 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 28 432 190 290 614 212 290 279 236 196 183 18 RTOR Reduction (vph) 0 38 0 0 26 0 0 0 188 0 0 15 Lane Group Flow (vph) 28 584 0 290 800 0 290 279 48 196 183 3 Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Actuated Green, G (s) 42.8 40.5 62.0 53.7 39.0 23.0 23.0 26.8 16.8 16.8 Effective Green, g (s) 42.8 40.5 62.0 53.7 39.0 23.0 23.0 26.8 16.8 16.8 Actuated g/C Ratio 0.38 0.36 0.55 0.48 0.35 0.20 0.20 0.24 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 258 1187 425 1527 355 354 301 275 274 233 v/s Ratio Prot 0.00 0.18 c0.09 0.25 c0.12 0.16 0.06 0.10 v/s Ratio Perm 0.04 c0.28 c0.16 0.03 0.11 0.00 v/c Ratio 0.11 0.49 0.68 0.52 0.82 0.79 0.16 0.71 0.67 0.01 Uniform Delay, d1 22.2 28.2 15.8 20.7 30.1 42.7 37.0 37.5 45.5 41.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.5 4.5 1.3 13.5 11.1 0.2 8.4 6.0 0.0 Delay (s) 22.3 29.7 20.3 22.0 43.6 53.7 37.3 45.9 51.5 41.0 Level of Service C C C C D D D D D D Approach Delay (s) 29.4 21.6 45.3 48.3 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 33.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length (s) 113.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: Williston Rd & Industrial Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 147 604 557 105 117 542 Future Volume (vph) 147 604 557 105 117 542 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1863 1823 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 1863 1823 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 147 604 557 105 117 542 RTOR Reduction (vph) 0 0 9 0 0 114 Lane Group Flow (vph) 147 604 653 0 117 428 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Actuated Green, G (s) 9.1 43.0 29.4 19.7 28.8 Effective Green, g (s) 9.1 43.0 29.4 19.7 28.8 Actuated g/C Ratio 0.13 0.60 0.41 0.27 0.40 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 435 1117 747 486 735 v/s Ratio Prot 0.04 0.32 c0.36 0.07 c0.07 v/s Ratio Perm 0.20 v/c Ratio 0.34 0.54 0.87 0.24 0.58 Uniform Delay, d1 28.6 8.5 19.5 20.2 16.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.5 11.1 1.2 1.2 Delay (s) 29.0 9.0 30.6 21.4 17.9 Level of Service C A C C B Approach Delay (s) 12.9 30.6 18.5 Approach LOS B C B Intersection Summary HCM 2000 Control Delay 20.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length (s) 71.7 Sum of lost time (s) 13.5 Intersection Capacity Utilization 76.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 527 146 107 813 96 237 242 72 109 225 11 Future Volume (vph) 3 527 146 107 813 96 237 242 72 109 225 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 0.97 1.00 0.99 Flt Protected 1.00 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3424 3471 1770 1799 1770 1850 Flt Permitted 0.95 0.75 0.49 1.00 0.45 1.00 Satd. Flow (perm) 3259 2613 915 1799 844 1850 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 3 527 146 107 813 96 237 242 72 109 225 11 RTOR Reduction (vph) 0 37 0 0 12 0 0 14 0 0 2 0 Lane Group Flow (vph) 0 639 0 0 1004 0 237 300 0 109 234 0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 29.2 29.2 28.4 21.9 25.6 20.5 Effective Green, g (s) 29.2 29.2 28.4 21.9 25.6 20.5 Actuated g/C Ratio 0.42 0.42 0.41 0.31 0.37 0.29 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1365 1094 452 565 377 544 v/s Ratio Prot c0.05 c0.17 0.02 0.13 v/s Ratio Perm 0.20 c0.38 0.16 0.08 v/c Ratio 0.47 0.92 0.52 0.53 0.29 0.43 Uniform Delay, d1 14.6 19.1 14.3 19.7 15.0 19.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 11.9 1.1 3.5 0.4 2.5 Delay (s) 14.9 31.0 15.4 23.2 15.4 22.3 Level of Service B C B C B C Approach Delay (s) 14.9 31.0 19.8 20.2 Approach LOS B C B C Intersection Summary HCM 2000 Control Delay 23.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 69.7 Sum of lost time (s) 13.5 Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: Kennedy Drive & Bayberry Lane/Kimball Ave 01/18/2022 2022 Build PM Peak Hour Synchro 11 Report VHB Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 3 50 479 15 337 19 401 261 242 417 18 Future Volume (vph) 18 3 50 479 15 337 19 401 261 242 417 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.90 1.00 0.86 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1770 1595 1770 3539 1583 1770 3517 Flt Permitted 0.89 0.71 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1493 1324 1595 1770 3539 1583 1770 3517 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 18 3 50 479 15 337 19 401 261 242 417 18 RTOR Reduction (vph) 0 29 0 0 197 0 0 0 171 0 3 0 Lane Group Flow (vph) 0 42 0 479 155 0 19 401 90 242 432 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Actuated Green, G (s) 41.5 41.5 41.5 6.1 22.6 34.6 18.1 34.6 Effective Green, g (s) 41.5 41.5 41.5 6.1 22.6 34.6 18.1 34.6 Actuated g/C Ratio 0.41 0.41 0.41 0.06 0.23 0.35 0.18 0.35 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 618 548 660 107 798 546 319 1214 v/s Ratio Prot 0.10 0.01 c0.11 c0.14 0.12 v/s Ratio Perm 0.03 c0.36 0.06 v/c Ratio 0.07 0.87 0.23 0.18 0.50 0.17 0.76 0.36 Uniform Delay, d1 17.7 27.0 19.0 44.7 33.9 22.8 39.0 24.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 14.4 0.2 3.6 2.3 0.7 9.9 0.8 Delay (s) 17.7 41.4 19.2 48.3 36.1 23.4 48.9 25.3 Level of Service B D B D D C D C Approach Delay (s) 17.7 32.0 31.6 33.7 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 31.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 100.2 Sum of lost time (s) 18.0 Intersection Capacity Utilization 72.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Lanes, Volumes, Timings 3: Shunpike Rd/Valley Rd & US 2 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 44 752 13 10 737 33 6 4 13 11 6 8 Future Volume (vph) 44 752 13 10 737 33 6 4 13 11 6 8 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.994 0.924 0.957 Flt Protected 0.997 0.999 0.987 0.978 Satd. Flow (prot) 0 1818 0 0 1747 0 0 1699 0 0 1694 0 Flt Permitted 0.997 0.999 0.987 0.978 Satd. Flow (perm) 0 1818 0 0 1747 0 0 1699 0 0 1694 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1323 340 842 1060 Travel Time (s) 30.1 7.7 19.1 24.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 2% 2% 2% 5% 5% 5% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 44 752 13 10 737 33 6 4 13 11 6 8 Shared Lane Traffic (%) Lane Group Flow (vph) 0 809 0 0 780 0 0 23 0 0 25 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 76.8% ICU Level of Service D Analysis Period (min) 15 HCM 6th TWSC 3: Shunpike Rd/Valley Rd & US 2 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 2 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 44 752 13 10 737 33 6 4 13 11 6 8 Future Vol, veh/h 44 752 13 10 737 33 6 4 13 11 6 8 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 4 4 4 8 8 8 2 2 2 5 5 5 Mvmt Flow 44 752 13 10 737 33 6 4 13 11 6 8 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 770 0 0 765 0 0 1628 1637 759 1629 1627 754 Stage 1 - - - - - - 847 847 - 774 774 - Stage 2 - - - - - - 781 790 - 855 853 - Critical Hdwy 4.14 - - 4.18 - - 7.12 6.52 6.22 7.15 6.55 6.25 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.15 5.55 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.15 5.55 - Follow-up Hdwy 2.236 - - 2.272 - - 3.518 4.018 3.318 3.545 4.045 3.345 Pot Cap-1 Maneuver 836 - - 822 - - 82 101 406 80 100 404 Stage 1 - - - - - - 357 378 - 387 404 - Stage 2 - - - - - - 388 402 - 349 371 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 836 - - 822 - - 70 90 406 68 89 404 Mov Cap-2 Maneuver - - - - - - 70 90 - 68 89 - Stage 1 - - - - - - 324 343 - 351 396 - Stage 2 - - - - - - 367 394 - 303 337 - Approach EB WB NB SB HCM Control Delay, s 0.5 0.1 35.2 52.6 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 142 836 - - 822 - - 100 HCM Lane V/C Ratio 0.162 0.053 - - 0.012 - - 0.25 HCM Control Delay (s) 35.2 9.5 0 - 9.4 0 - 52.6 HCM Lane LOS E A A - A A - F HCM 95th %tile Q(veh) 0.6 0.2 - - 0 - - 0.9 Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 3 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 470 212 190 387 100 203 182 252 160 192 11 Future Volume (vph) 18 470 212 190 387 100 203 182 252 160 192 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 150 0 250 250 250 0 0 90 Storage Lanes 0 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.953 0.969 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3308 0 1671 3239 0 1656 1743 1482 1752 1845 1568 Flt Permitted 0.475 0.260 0.342 0.643 Satd. Flow (perm) 868 3308 0 457 3239 0 596 1743 1482 1186 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 63 34 252 245 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1038 510 987 604 Travel Time (s) 23.6 11.6 22.4 13.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 18 470 212 190 387 100 203 182 252 160 192 11 Shared Lane Traffic (%) Lane Group Flow (vph) 18 682 0 190 487 0 203 182 252 160 192 11 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 4 Switch Phase Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 4 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 43.0 25.0 58.0 23.0 36.0 36.0 16.0 29.0 29.0 Total Split (%) 8.3% 35.8% 20.8% 48.3% 19.2% 30.0% 30.0% 13.3% 24.2% 24.2% Maximum Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 42.9 38.9 57.0 53.4 34.2 20.5 20.5 25.8 16.1 16.1 Actuated g/C Ratio 0.41 0.37 0.54 0.51 0.32 0.19 0.19 0.24 0.15 0.15 v/c Ratio 0.05 0.54 0.49 0.29 0.61 0.54 0.51 0.47 0.68 0.02 Control Delay 14.9 27.1 18.4 16.4 34.2 44.5 8.5 31.1 56.0 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.9 27.1 18.4 16.4 34.2 44.5 8.5 31.1 56.0 0.1 LOS B C B B C D A C E A Approach Delay 26.8 16.9 27.0 43.3 Approach LOS C B C D 90th %ile Green (s) 4.0 38.5 17.5 52.0 17.0 30.0 30.0 10.0 23.0 23.0 90th %ile Term Code Max Hold Gap MaxR Max Hold Hold Max Max Max 70th %ile Green (s) 4.0 41.8 14.2 52.0 17.0 26.8 26.8 10.0 19.8 19.8 70th %ile Term Code Max Hold Gap MaxR Max Hold Hold Max Gap Gap 50th %ile Green (s) 0.0 37.0 11.9 54.9 14.8 20.9 20.9 10.0 16.1 16.1 50th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 30th %ile Green (s) 0.0 37.0 9.9 52.9 12.5 15.8 15.8 10.0 13.3 13.3 30th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 10th %ile Green (s) 0.0 38.3 7.7 52.0 9.7 11.4 11.4 8.2 9.9 9.9 10th %ile Term Code Skip Hold Gap MaxR Gap Hold Hold Gap Gap Gap Queue Length 50th (ft) 5 171 64 82 98 108 0 75 122 0 Queue Length 95th (ft) 19 278 123 162 172 190 66 136 213 0 Internal Link Dist (ft) 958 430 907 524 Turn Bay Length (ft) 150 250 250 90 Base Capacity (vph) 387 1260 468 1658 378 502 606 349 407 537 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.54 0.41 0.29 0.54 0.36 0.42 0.46 0.47 0.02 Intersection Summary Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 5 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 105.4 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.68 Intersection Signal Delay: 26.6 Intersection LOS: C Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 116.8 50th %ile Actuated Cycle: 103.8 30th %ile Actuated Cycle: 96.7 10th %ile Actuated Cycle: 89.6 Splits and Phases: 5: Kennedy Drive/Airport Drive & US 2 HCM 6th Signalized Intersection Summary 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 470 212 190 387 100 203 182 252 160 192 11 Future Volume (veh/h) 18 470 212 190 387 100 203 182 252 160 192 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1781 1781 1781 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 18 470 212 190 387 100 203 182 252 160 192 11 Peak Hour 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 Percent Heavy Veh, % 4 4 4 8 8 8 9 9 9 3 3 3 Cap, veh/h 441 964 432 396 1276 326 345 344 291 324 311 264 Arrive On Green 0.02 0.41 0.41 0.08 0.48 0.48 0.12 0.19 0.19 0.09 0.17 0.17 Sat Flow, veh/h 1753 2348 1052 1697 2669 682 1682 1767 1497 1767 1856 1572 Grp Volume(v), veh/h 18 349 333 190 244 243 203 182 252 160 192 11 Grp Sat Flow(s),veh/h/ln 1753 1749 1651 1697 1692 1659 1682 1767 1497 1767 1856 1572 Q Serve(g_s), s 0.6 16.0 16.2 6.7 9.6 9.8 10.7 10.1 17.7 8.0 10.4 0.6 Cycle Q Clear(g_c), s 0.6 16.0 16.2 6.7 9.6 9.8 10.7 10.1 17.7 8.0 10.4 0.6 Prop In Lane 1.00 0.64 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 441 718 678 396 809 793 345 344 291 324 311 264 V/C Ratio(X) 0.04 0.49 0.49 0.48 0.30 0.31 0.59 0.53 0.87 0.49 0.62 0.04 Avail Cap(c_a), veh/h 478 718 678 552 809 793 409 487 413 325 392 332 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.1 23.6 23.7 16.7 17.3 17.4 32.2 39.3 42.4 33.1 42.0 37.9 Incr Delay (d2), s/veh 0.0 2.4 2.5 0.9 1.0 1.0 1.6 1.3 12.8 1.2 2.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 7.0 6.7 2.6 3.9 3.9 4.5 4.5 7.5 3.5 4.9 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.2 26.0 26.2 17.6 18.3 18.4 33.8 40.6 55.2 34.3 44.0 38.0 LnGrp LOS B C C B B B C D E C D D Approach Vol, veh/h 700 677 637 363 Approach Delay, s/veh 25.9 18.1 44.2 39.5 Approach LOS C B D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.0 50.6 18.8 24.3 7.7 58.0 15.9 27.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 37.0 17.0 23.0 4.0 52.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 8.7 18.2 12.7 12.4 2.6 11.8 10.0 19.7 Green Ext Time (p_c), s 0.4 4.2 0.2 0.7 0.0 3.3 0.0 1.4 Intersection Summary HCM 6th Ctrl Delay 30.7 HCM 6th LOS C Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 377 466 488 61 78 440 Future Volume (vph) 377 466 488 61 78 440 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 2 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.985 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3433 1863 1835 0 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3433 1863 1835 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 11 171 Link Speed (mph) 30 30 30 Link Distance (ft) 528 597 249 Travel Time (s) 12.0 13.6 5.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 377 466 488 61 78 440 Shared Lane Traffic (%) Lane Group Flow (vph) 377 466 549 0 78 440 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Detector Phase 7 4 8 6 7 Switch Phase Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 8 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 9.5 Total Split (s) 14.0 41.0 27.0 24.0 14.0 Total Split (%) 21.5% 63.1% 41.5% 36.9% 21.5% Maximum Green (s) 9.5 36.5 22.5 19.5 9.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 9.4 35.0 21.2 19.5 33.4 Actuated g/C Ratio 0.15 0.55 0.33 0.31 0.53 v/c Ratio 0.75 0.45 0.89 0.14 0.48 Control Delay 37.3 10.2 38.8 17.6 7.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 37.3 10.2 38.8 17.6 7.9 LOS D B D B A Approach Delay 22.3 38.8 9.4 Approach LOS C D A 90th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 90th %ile Term Code Max Hold Max MaxR Max 70th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 70th %ile Term Code Max Hold Max MaxR Max 50th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 50th %ile Term Code Max Hold Max MaxR Max 30th %ile Green (s) 9.5 36.1 22.1 19.5 9.5 30th %ile Term Code Max Hold Gap MaxR Max 10th %ile Green (s) 8.8 29.9 16.6 19.5 8.8 10th %ile Term Code Gap Hold Gap MaxR Gap Queue Length 50th (ft) 75 97 194 22 57 Queue Length 95th (ft) #132 159 #365 51 122 Internal Link Dist (ft) 448 517 169 Turn Bay Length (ft) Base Capacity (vph) 513 1071 657 544 915 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.73 0.44 0.84 0.14 0.48 Intersection Summary Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 9 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 63.6 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 23.5 Intersection LOS: C Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 65 70th %ile Actuated Cycle: 65 50th %ile Actuated Cycle: 65 30th %ile Actuated Cycle: 64.6 10th %ile Actuated Cycle: 58.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Williston Rd & Industrial Ave HCM 6th Signalized Intersection Summary 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 10 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 377 466 488 61 78 440 Future Volume (veh/h) 377 466 488 61 78 440 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 377 466 488 61 78 440 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 482 1017 542 68 556 716 Arrive On Green 0.14 0.54 0.33 0.33 0.31 0.31 Sat Flow, veh/h 3456 1870 1630 204 1781 1585 Grp Volume(v), veh/h 377 466 0 549 78 440 Grp Sat Flow(s),veh/h/ln 1728 1870 0 1834 1781 1585 Q Serve(g_s), s 6.6 9.5 0.0 17.8 2.0 13.2 Cycle Q Clear(g_c), s 6.6 9.5 0.0 17.8 2.0 13.2 Prop In Lane 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 482 1017 0 609 556 716 V/C Ratio(X) 0.78 0.46 0.00 0.90 0.14 0.61 Avail Cap(c_a), veh/h 525 1093 0 660 556 716 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.0 8.7 0.0 19.9 15.5 13.0 Incr Delay (d2), s/veh 7.0 0.3 0.0 14.8 0.5 3.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 3.2 0.0 9.3 0.8 12.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 32.9 9.0 0.0 34.7 16.0 16.9 LnGrp LOS C A A C B B Approach Vol, veh/h 843 549 518 Approach Delay, s/veh 19.7 34.7 16.8 Approach LOS B C B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 38.5 24.0 13.2 25.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 36.5 19.5 9.5 22.5 Max Q Clear Time (g_c+I1), s 11.5 15.2 8.6 19.8 Green Ext Time (p_c), s 3.1 0.8 0.1 0.9 Intersection Summary HCM 6th Ctrl Delay 23.2 HCM 6th LOS C Lanes, Volumes, Timings 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 11 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 19 681 46 204 792 20 14 1 60 4 0 4 Future Volume (vph) 19 681 46 204 792 20 14 1 60 4 0 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 11 12 10 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 320 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.991 0.996 0.892 0.932 Flt Protected 0.950 0.950 0.991 0.976 Satd. Flow (prot) 1770 1723 0 1711 1855 0 0 1647 0 0 1694 0 Flt Permitted 0.950 0.950 0.991 0.976 Satd. Flow (perm) 1770 1723 0 1711 1855 0 0 1647 0 0 1694 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 237 301 312 Travel Time (s) 12.6 5.4 6.8 7.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 19 681 46 204 792 20 14 1 60 4 0 4 Shared Lane Traffic (%) Lane Group Flow (vph) 19 727 0 204 812 0 0 75 0 0 8 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.09 1.04 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 64.6% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 12 Intersection Int Delay, s/veh 3.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 19 681 46 204 792 20 14 1 60 4 0 4 Future Vol, veh/h 19 681 46 204 792 20 14 1 60 4 0 4 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 320 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 19 681 46 204 792 20 14 1 60 4 0 4 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 812 0 0 727 0 0 1954 1962 704 1983 1975 802 Stage 1 - - - - - - 742 742 - 1210 1210 - Stage 2 - - - - - - 1212 1220 - 773 765 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 814 - - 876 - - 48 63 437 46 62 384 Stage 1 - - - - - - 408 422 - 223 255 - Stage 2 - - - - - - 222 253 - 392 412 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 814 - - 876 - - 38 47 437 32 46 384 Mov Cap-2 Maneuver - - - - - - 38 47 - 32 46 - Stage 1 - - - - - - 399 412 - 218 196 - Stage 2 - - - - - - 169 194 - 329 403 - Approach EB WB NB SB HCM Control Delay, s 0.2 2.1 55.7 75.4 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 142 814 - - 876 - - 59 HCM Lane V/C Ratio 0.528 0.023 - - 0.233 - - 0.136 HCM Control Delay (s) 55.7 9.5 - - 10.4 - - 75.4 HCM Lane LOS F A - - B - - F HCM 95th %tile Q(veh) 2.6 0.1 - - 0.9 - - 0.4 Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 583 174 57 561 53 265 182 38 153 282 1 Future Volume (vph) 0 583 174 57 561 53 265 182 38 153 282 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 600 0 200 0 0 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.966 0.988 0.974 0.999 Flt Protected 0.996 0.950 0.950 Satd. Flow (prot) 0 3419 0 0 3483 0 1770 1814 0 1770 1861 0 Flt Permitted 0.781 0.480 0.621 Satd. Flow (perm) 0 3419 0 0 2731 0 894 1814 0 1157 1861 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 75 17 16 Link Speed (mph) 30 30 30 30 Link Distance (ft) 252 1419 510 332 Travel Time (s) 5.7 32.3 11.6 7.5 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 0 583 174 57 561 53 265 182 38 153 282 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 757 0 0 671 0 265 220 0 153 283 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 2 1 2 Detector Template Thru Left Thru Left Thru Left Thru Leading Detector (ft) 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 Turn Type NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 4 8 8 5 2 1 6 Switch Phase Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 14 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 32.0 32.0 32.0 10.0 23.0 10.0 23.0 Total Split (%) 49.2% 49.2% 49.2% 15.4% 35.4% 15.4% 35.4% Maximum Green (s) 27.5 27.5 27.5 5.5 18.5 5.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 18.9 18.9 25.2 20.9 24.2 18.7 Actuated g/C Ratio 0.33 0.33 0.44 0.37 0.43 0.33 v/c Ratio 0.64 0.73 0.55 0.32 0.28 0.46 Control Delay 16.6 21.0 16.3 16.4 10.9 19.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.6 21.0 16.3 16.4 10.9 19.5 LOS B C B B B B Approach Delay 16.6 21.0 16.3 16.5 Approach LOS B C B B 90th %ile Green (s) 27.4 27.4 27.4 5.5 18.5 5.5 18.5 90th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 70th %ile Green (s) 21.4 21.4 21.4 5.5 18.5 5.5 18.5 70th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 50th %ile Green (s) 19.0 19.0 19.0 5.5 18.5 5.5 18.5 50th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 30th %ile Green (s) 15.8 15.8 15.8 5.5 18.5 5.5 18.5 30th %ile Term Code Gap Gap Gap Max MaxR Max MaxR 10th %ile Green (s) 12.2 12.2 12.2 5.5 28.5 0.0 18.5 10th %ile Term Code Gap Hold Hold Max Hold Skip MaxR Queue Length 50th (ft) 98 99 48 51 26 74 Queue Length 95th (ft) 145 148 #122 120 69 162 Internal Link Dist (ft) 172 1339 430 252 Turn Bay Length (ft) 200 Base Capacity (vph) 1711 1345 483 680 554 612 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 0.44 0.50 0.55 0.32 0.28 0.46 Intersection Summary Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 15 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 56.7 Natural Cycle: 55 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.73 Intersection Signal Delay: 17.8 Intersection LOS: B Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 64.9 70th %ile Actuated Cycle: 58.9 50th %ile Actuated Cycle: 56.5 30th %ile Actuated Cycle: 53.3 10th %ile Actuated Cycle: 49.7 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd HCM 6th Signalized Intersection Summary 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 583 174 57 561 53 265 182 38 153 282 1 Future Volume (veh/h) 0 583 174 57 561 53 265 182 38 153 282 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 583 174 57 561 53 265 182 38 153 282 1 Peak Hour 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 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 0 914 272 113 875 88 526 511 107 564 608 2 Arrive On Green 0.00 0.34 0.34 0.34 0.34 0.34 0.10 0.34 0.34 0.08 0.33 0.33 Sat Flow, veh/h 0 2793 804 115 2585 259 1781 1501 313 1781 1863 7 Grp Volume(v), veh/h 0 383 374 332 0 339 265 0 220 153 0 283 Grp Sat Flow(s),veh/h/ln 0 1777 1726 1303 0 1655 1781 0 1814 1781 0 1869 Q Serve(g_s), s 0.0 10.3 10.4 3.3 0.0 9.6 5.5 0.0 5.2 3.1 0.0 6.8 Cycle Q Clear(g_c), s 0.0 10.3 10.4 13.7 0.0 9.6 5.5 0.0 5.2 3.1 0.0 6.8 Prop In Lane 0.00 0.47 0.17 0.16 1.00 0.17 1.00 0.00 Lane Grp Cap(c), veh/h 0 602 584 516 0 561 526 0 617 564 0 610 V/C Ratio(X) 0.00 0.64 0.64 0.64 0.00 0.60 0.50 0.00 0.36 0.27 0.00 0.46 Avail Cap(c_a), veh/h 0 862 837 729 0 803 526 0 617 589 0 610 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.8 15.8 15.9 0.0 15.6 11.8 0.0 14.0 11.0 0.0 15.2 Incr Delay (d2), s/veh 0.0 1.1 1.2 1.4 0.0 1.1 0.8 0.0 1.6 0.3 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 3.9 3.8 3.2 0.0 3.4 2.0 0.0 2.2 1.1 0.0 3.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 16.9 17.0 17.3 0.0 16.6 12.6 0.0 15.6 11.3 0.0 17.7 LnGrp LOS A B B B A B B A B B A B Approach Vol, veh/h 757 671 485 436 Approach Delay, s/veh 17.0 17.0 14.0 15.4 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.2 23.8 23.7 10.0 23.0 23.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 18.5 27.5 5.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 5.1 7.2 12.4 7.5 8.8 15.7 Green Ext Time (p_c), s 0.0 0.9 4.3 0.0 1.1 3.5 Intersection Summary HCM 6th Ctrl Delay 16.1 HCM 6th LOS B Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 163 2 157 74 10 99 1 363 357 422 270 3 Future Volume (vph) 163 2 157 74 10 99 1 363 357 422 270 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 130 0 500 0 Storage Lanes 0 0 1 0 1 1 2 0 Taper Length (ft) 25 25 25 25 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 0.95 Ped Bike Factor Frt 0.934 0.864 0.850 0.998 Flt Protected 0.975 0.950 0.950 0.950 Satd. Flow (prot) 0 1696 0 1770 1609 0 1770 3539 1583 1770 3532 0 Flt Permitted 0.784 0.543 0.950 0.950 Satd. Flow (perm) 0 1364 0 1011 1609 0 1770 3539 1583 1770 3532 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 60 99 357 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 113 232 293 987 Travel Time (s) 2.6 5.3 6.7 22.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 163 2 157 74 10 99 1 363 357 422 270 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 322 0 74 109 0 1 363 357 422 273 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Detector Phase 8 8 4 4 1 6 2 5 2 Switch Phase Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 18 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 10.0 22.0 10.0 22.0 Total Split (s) 63.0 63.0 63.0 63.0 12.0 20.0 39.0 31.0 39.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 10.5% 17.5% 34.2% 27.2% 34.2% Maximum Green (s) 57.0 57.0 57.0 57.0 6.0 14.0 33.0 25.0 33.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 21.6 21.6 21.6 6.0 18.1 37.2 25.2 37.2 Actuated g/C Ratio 0.26 0.26 0.26 0.07 0.22 0.45 0.30 0.45 v/c Ratio 0.81 0.28 0.22 0.01 0.47 0.39 0.79 0.17 Control Delay 39.0 26.4 7.0 40.0 31.9 3.5 40.5 15.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.0 26.4 7.0 40.0 31.9 3.5 40.5 15.3 LOS D C A D C A D B Approach Delay 39.0 14.9 17.9 30.6 Approach LOS D B B C 90th %ile Green (s) 32.6 32.6 32.6 32.6 6.0 18.0 37.0 25.0 37.0 90th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 70th %ile Green (s) 25.7 25.7 25.7 25.7 6.0 18.0 37.0 25.0 37.0 70th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 50th %ile Green (s) 21.4 21.4 21.4 21.4 6.0 18.0 37.0 25.0 37.0 50th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 30th %ile Green (s) 17.6 17.6 17.6 17.6 6.0 18.0 37.0 25.0 37.0 30th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 10th %ile Green (s) 12.7 12.7 12.7 12.7 6.0 18.0 37.0 25.0 37.0 10th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold Queue Length 50th (ft) 128 31 4 1 86 0 198 42 Queue Length 95th (ft) 223 65 39 6 148 53 #414 82 Internal Link Dist (ft) 33 152 213 907 Turn Bay Length (ft) 130 500 Base Capacity (vph) 961 698 1142 128 772 907 536 1585 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 0.34 0.11 0.10 0.01 0.47 0.39 0.79 0.17 Intersection Summary Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 19 Area Type: Other Cycle Length: 114 Actuated Cycle Length: 83 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.81 Intersection Signal Delay: 25.7 Intersection LOS: C Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 93.6 70th %ile Actuated Cycle: 86.7 50th %ile Actuated Cycle: 82.4 30th %ile Actuated Cycle: 78.6 10th %ile Actuated Cycle: 73.7 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 9: Kimball Ave & Kennedy Drive HCM 6th Signalized Intersection Summary 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 20 HCM 6th Edition methodology does not support custom phasing. HCM Signalized Intersection Capacity Analysis 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 470 212 190 387 100 203 182 252 160 192 11 Future Volume (vph) 18 470 212 190 387 100 203 182 252 160 192 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.97 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3309 1671 3240 1656 1743 1482 1752 1845 1568 Flt Permitted 0.47 1.00 0.26 1.00 0.34 1.00 1.00 0.64 1.00 1.00 Satd. Flow (perm) 867 3309 457 3240 596 1743 1482 1185 1845 1568 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 18 470 212 190 387 100 203 182 252 160 192 11 RTOR Reduction (vph) 0 38 0 0 17 0 0 0 205 0 0 9 Lane Group Flow (vph) 18 644 0 190 470 0 203 182 47 160 192 2 Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Actuated Green, G (s) 44.2 42.8 60.8 53.4 34.6 20.5 20.5 25.8 16.1 16.1 Effective Green, g (s) 44.2 42.8 60.8 53.4 34.6 20.5 20.5 25.8 16.1 16.1 Actuated g/C Ratio 0.41 0.39 0.56 0.49 0.32 0.19 0.19 0.24 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 362 1299 388 1587 326 327 278 330 272 231 v/s Ratio Prot 0.00 0.19 c0.05 0.14 c0.08 c0.10 0.04 0.10 v/s Ratio Perm 0.02 c0.22 c0.12 0.03 0.07 0.00 v/c Ratio 0.05 0.50 0.49 0.30 0.62 0.56 0.17 0.48 0.71 0.01 Uniform Delay, d1 19.5 25.0 13.7 16.6 29.4 40.1 37.1 34.9 44.2 39.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.4 1.0 0.5 3.7 2.1 0.3 1.1 8.1 0.0 Delay (s) 19.5 26.3 14.7 17.1 33.1 42.2 37.4 36.1 52.3 39.6 Level of Service B C B B C D D D D D Approach Delay (s) 26.1 16.4 37.4 44.8 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 29.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 109.0 Sum of lost time (s) 24.0 Intersection Capacity Utilization 71.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 377 466 488 61 78 440 Future Volume (vph) 377 466 488 61 78 440 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1863 1835 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 1863 1835 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 377 466 488 61 78 440 RTOR Reduction (vph) 0 0 7 0 0 93 Lane Group Flow (vph) 377 466 542 0 78 347 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Actuated Green, G (s) 9.4 35.1 21.2 19.5 28.9 Effective Green, g (s) 9.4 35.1 21.2 19.5 28.9 Actuated g/C Ratio 0.15 0.55 0.33 0.31 0.45 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 507 1028 611 542 831 v/s Ratio Prot c0.11 0.25 c0.30 0.04 c0.06 v/s Ratio Perm 0.16 v/c Ratio 0.74 0.45 0.89 0.14 0.42 Uniform Delay, d1 25.9 8.5 20.1 16.0 11.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.8 0.3 14.5 0.6 0.3 Delay (s) 31.8 8.8 34.5 16.6 12.0 Level of Service C A C B B Approach Delay (s) 19.1 34.5 12.7 Approach LOS B C B Intersection Summary HCM 2000 Control Delay 21.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length (s) 63.6 Sum of lost time (s) 13.5 Intersection Capacity Utilization 64.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 583 174 57 561 53 265 182 38 153 282 1 Future Volume (vph) 0 583 174 57 561 53 265 182 38 153 282 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 0.97 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3417 3482 1770 1814 1770 1862 Flt Permitted 1.00 0.78 0.48 1.00 0.62 1.00 Satd. Flow (perm) 3417 2731 895 1814 1156 1862 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 0 583 174 57 561 53 265 182 38 153 282 1 RTOR Reduction (vph) 0 50 0 0 11 0 0 10 0 0 0 0 Lane Group Flow (vph) 0 707 0 0 660 0 265 210 0 153 283 0 Turn Type NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 8 2 6 Actuated Green, G (s) 18.9 18.9 26.4 20.9 24.0 19.7 Effective Green, g (s) 18.9 18.9 26.4 20.9 24.0 19.7 Actuated g/C Ratio 0.33 0.33 0.46 0.36 0.42 0.34 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1121 896 493 658 527 636 v/s Ratio Prot 0.21 c0.05 0.12 0.02 0.15 v/s Ratio Perm c0.24 c0.19 0.10 v/c Ratio 0.63 0.74 0.54 0.32 0.29 0.44 Uniform Delay, d1 16.4 17.1 10.1 13.2 10.7 14.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 3.2 1.1 1.3 0.3 2.2 Delay (s) 17.6 20.3 11.2 14.5 11.0 17.0 Level of Service B C B B B B Approach Delay (s) 17.6 20.3 12.7 14.9 Approach LOS B C B B Intersection Summary HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length (s) 57.6 Sum of lost time (s) 13.5 Intersection Capacity Utilization 85.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build AM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 163 2 157 74 10 99 1 363 357 422 270 3 Future Volume (vph) 163 2 157 74 10 99 1 363 357 422 270 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.93 1.00 0.86 1.00 1.00 0.85 1.00 1.00 Flt Protected 0.98 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1697 1770 1609 1770 3539 1583 1770 3533 Flt Permitted 0.78 0.54 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1364 1011 1609 1770 3539 1583 1770 3533 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 163 2 157 74 10 99 1 363 357 422 270 3 RTOR Reduction (vph) 0 44 0 0 73 0 0 0 196 0 1 0 Lane Group Flow (vph) 0 278 0 74 36 0 1 363 161 422 272 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Actuated Green, G (s) 21.6 21.6 21.6 6.0 18.1 37.3 25.2 37.3 Effective Green, g (s) 21.6 21.6 21.6 6.0 18.1 37.3 25.2 37.3 Actuated g/C Ratio 0.26 0.26 0.26 0.07 0.22 0.45 0.30 0.45 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 355 263 419 128 772 712 538 1589 v/s Ratio Prot 0.02 0.00 c0.10 c0.24 0.08 v/s Ratio Perm c0.20 0.07 0.10 v/c Ratio 0.78 0.28 0.09 0.01 0.47 0.23 0.78 0.17 Uniform Delay, d1 28.5 24.5 23.2 35.7 28.2 14.0 26.4 13.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 10.7 0.6 0.1 0.1 2.1 0.7 7.4 0.2 Delay (s) 39.2 25.0 23.3 35.8 30.3 14.7 33.7 13.8 Level of Service D C C D C B C B Approach Delay (s) 39.2 24.0 22.6 25.9 Approach LOS D C C C Intersection Summary HCM 2000 Control Delay 26.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 82.9 Sum of lost time (s) 18.0 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 312 766 753 121 41 105 Future Volume (vph) 312 766 753 121 41 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 15% 0% 0% Storage Length (ft) 200 0 0 100 Storage Lanes 1 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.981 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1637 1723 1827 0 1770 1583 Flt Permitted 0.099 0.950 Satd. Flow (perm) 171 1723 1827 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 13 104 Link Speed (mph) 30 30 30 Link Distance (ft) 344 412 247 Travel Time (s) 7.8 9.4 5.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 312 766 753 121 41 105 Shared Lane Traffic (%) Lane Group Flow (vph) 312 766 874 0 41 105 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Right Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type pm+pt NA NA Prot pt+ov Protected Phases 7 4 8 6 6 7 Permitted Phases 4 Detector Phase 7 4 8 6 6 7 Switch Phase Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 2 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 24.0 Total Split (s) 16.0 56.0 40.0 24.0 Total Split (%) 20.0% 70.0% 50.0% 30.0% Maximum Green (s) 10.0 50.0 34.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 Recall Mode None Max Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 50.4 51.8 34.3 7.1 20.5 Actuated g/C Ratio 0.75 0.78 0.51 0.11 0.31 v/c Ratio 0.89 0.57 0.93 0.22 0.19 Control Delay 46.8 6.8 35.2 31.2 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 6.8 35.2 31.2 4.9 LOS D A D C A Approach Delay 18.4 35.2 12.3 Approach LOS B D B 90th %ile Green (s) 10.0 50.0 34.0 9.1 90th %ile Term Code Max MaxR MaxR Gap 70th %ile Green (s) 10.0 50.0 34.0 7.9 70th %ile Term Code Max MaxR MaxR Gap 50th %ile Green (s) 10.0 50.0 34.0 7.0 50th %ile Term Code Max MaxR MaxR Gap 30th %ile Green (s) 10.0 50.0 34.0 6.1 30th %ile Term Code Max MaxR MaxR Gap 10th %ile Green (s) 10.0 50.0 34.0 0.0 10th %ile Term Code Max MaxR MaxR Skip Queue Length 50th (ft) 83 125 332 16 0 Queue Length 95th (ft) #240 240 #616 43 29 Internal Link Dist (ft) 264 332 167 Turn Bay Length (ft) 200 100 Base Capacity (vph) 350 1336 943 480 599 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.89 0.57 0.93 0.09 0.18 Intersection Summary Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 3 Area Type: Other Cycle Length: 80 Actuated Cycle Length: 66.8 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.93 Intersection Signal Delay: 24.9 Intersection LOS: C Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 71.1 70th %ile Actuated Cycle: 69.9 50th %ile Actuated Cycle: 69 30th %ile Actuated Cycle: 68.1 10th %ile Actuated Cycle: 56 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Williston Rd & Driveway HCM 6th Signalized Intersection Summary 1: Williston Rd & Driveway 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 312 766 753 121 41 105 Future Volume (veh/h) 312 766 753 121 41 105 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 545 545 1870 1870 1870 1870 Adj Flow Rate, veh/h 312 766 753 121 41 105 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 192 403 791 127 148 366 Arrive On Green 0.15 0.74 0.50 0.50 0.08 0.08 Sat Flow, veh/h 519 545 1572 253 1781 1585 Grp Volume(v), veh/h 312 766 0 874 41 105 Grp Sat Flow(s),veh/h/ln 519 545 0 1825 1781 1585 Q Serve(g_s), s 10.0 50.0 0.0 30.9 1.5 3.7 Cycle Q Clear(g_c), s 10.0 50.0 0.0 30.9 1.5 3.7 Prop In Lane 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 192 403 0 918 148 366 V/C Ratio(X) 1.63 1.90 0.00 0.95 0.28 0.29 Avail Cap(c_a), veh/h 192 403 0 918 474 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.3 8.8 0.0 16.0 29.1 21.4 Incr Delay (d2), s/veh 304.6 414.2 0.0 20.2 1.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.8 49.5 0.0 16.0 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 321.9 423.0 0.0 36.2 30.1 21.8 LnGrp LOS F F A D C C Approach Vol, veh/h 1078 874 146 Approach Delay, s/veh 393.8 36.2 24.2 Approach LOS F D C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 56.0 11.6 16.0 40.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 50.0 18.0 10.0 34.0 Max Q Clear Time (g_c+I1), s 52.0 5.7 12.0 32.9 Green Ext Time (p_c), s 0.0 0.3 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 219.1 HCM 6th LOS F Lanes, Volumes, Timings 2: Shunpike Rd & US 2/Williston Rd 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 5 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1062 13 16 842 6 16 Future Volume (vph) 1062 13 16 842 6 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 0 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.902 Flt Protected 0.999 0.987 Satd. Flow (prot) 1823 0 0 1758 1658 0 Flt Permitted 0.999 0.987 Satd. Flow (perm) 1823 0 0 1758 1658 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1317 344 842 Travel Time (s) 29.9 7.8 19.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 8% 8% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 1062 13 16 842 6 16 Shared Lane Traffic (%) Lane Group Flow (vph) 1075 0 0 858 22 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 2: Shunpike Rd & US 2/Williston Rd 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 6 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1062 13 16 842 6 16 Future Vol, veh/h 1062 13 16 842 6 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 4 4 8 8 2 2 Mvmt Flow 1062 13 16 842 6 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1075 0 1943 1069 Stage 1 - - - - 1069 - Stage 2 - - - - 874 - Critical Hdwy - - 4.18 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.272 - 3.518 3.318 Pot Cap-1 Maneuver - - 626 - 71 269 Stage 1 - - - - 330 - Stage 2 - - - - 408 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 626 - 68 269 Mov Cap-2 Maneuver - - - - 68 - Stage 1 - - - - 330 - Stage 2 - - - - 388 - Approach EB WB NB HCM Control Delay, s 0 0.2 33.3 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 149 - - 626 - HCM Lane V/C Ratio 0.148 - - 0.026 - HCM Control Delay (s) 33.3 - - 10.9 0 HCM Lane LOS D - - B A HCM 95th %tile Q(veh) 0.5 - - 0.1 - Lanes, Volumes, Timings 4: US 2 & Aviation Avenue 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 51 1052 825 18 6 6 Future Volume (vph) 51 1052 825 18 6 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 250 250 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.997 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1752 1845 1876 0 1752 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1752 1845 1876 0 1752 1568 Link Speed (mph) 30 30 30 Link Distance (ft) 963 673 785 Travel Time (s) 21.9 15.3 17.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 3% 1% 1% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 51 1052 825 18 6 6 Shared Lane Traffic (%) Lane Group Flow (vph) 51 1052 843 0 6 6 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 4: US 2 & Aviation Avenue 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 8 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 51 1052 825 18 6 6 Future Vol, veh/h 51 1052 825 18 6 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 - - - 250 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 1 1 3 3 Mvmt Flow 51 1052 825 18 6 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 843 0 - 0 1988 834 Stage 1 - - - - 834 - Stage 2 - - - - 1154 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 789 - - - 67 367 Stage 1 - - - - 425 - Stage 2 - - - - 299 - Platoon blocked, % - - - Mov Cap-1 Maneuver 789 - - - 63 367 Mov Cap-2 Maneuver - - - - 63 - Stage 1 - - - - 397 - Stage 2 - - - - 299 - Approach EB WB SB HCM Control Delay, s 0.5 0 41.6 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 789 - - - 63 367 HCM Lane V/C Ratio 0.065 - - - 0.095 0.016 HCM Control Delay (s) 9.9 - - - 68.1 15 HCM Lane LOS A - - - F C HCM 95th %tile Q(veh) 0.2 - - - 0.3 0.1 Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 620 212 216 440 114 203 182 332 211 192 11 Future Volume (vph) 18 620 212 216 440 114 203 182 332 211 192 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 150 0 250 250 250 0 0 90 Storage Lanes 0 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.962 0.969 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3339 0 1671 3239 0 1656 1743 1482 1752 1845 1568 Flt Permitted 0.445 0.185 0.349 0.641 Satd. Flow (perm) 813 3339 0 325 3239 0 608 1743 1482 1182 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 41 34 332 245 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1038 510 987 604 Travel Time (s) 23.6 11.6 22.4 13.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 18 620 212 216 440 114 203 182 332 211 192 11 Shared Lane Traffic (%) Lane Group Flow (vph) 18 832 0 216 554 0 203 182 332 211 192 11 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 4 Switch Phase Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 43.0 25.0 58.0 23.0 36.0 36.0 16.0 29.0 29.0 Total Split (%) 8.3% 35.8% 20.8% 48.3% 19.2% 30.0% 30.0% 13.3% 24.2% 24.2% Maximum Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 42.1 38.0 57.3 53.8 33.9 20.2 20.2 26.2 16.2 16.2 Actuated g/C Ratio 0.40 0.36 0.54 0.51 0.32 0.19 0.19 0.25 0.15 0.15 v/c Ratio 0.05 0.68 0.63 0.33 0.61 0.55 0.60 0.61 0.68 0.02 Control Delay 15.2 32.4 22.6 16.9 34.3 45.1 9.0 36.6 56.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.2 32.4 22.6 16.9 34.3 45.1 9.0 36.6 56.2 0.1 LOS B C C B C D A D E A Approach Delay 32.0 18.5 25.3 44.7 Approach LOS C B C D 90th %ile Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 90th %ile Term Code Max MaxR Max MaxR Max Hold Hold Max Max Max 70th %ile Green (s) 4.0 39.4 16.6 52.0 17.0 26.8 26.8 10.0 19.8 19.8 70th %ile Term Code Max Hold Gap MaxR Max Hold Hold Max Gap Gap 50th %ile Green (s) 0.0 37.0 12.9 55.9 14.9 21.1 21.1 10.0 16.2 16.2 50th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 30th %ile Green (s) 0.0 37.0 10.7 53.7 12.6 16.0 16.0 10.0 13.4 13.4 30th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 10th %ile Green (s) 0.0 37.8 8.2 52.0 9.7 9.9 9.9 9.8 10.0 10.0 10th %ile Term Code Skip Hold Gap MaxR Gap Hold Hold Gap Gap Gap Queue Length 50th (ft) 6 237 74 97 99 110 0 103 123 0 Queue Length 95th (ft) 19 374 139 187 172 190 75 177 213 0 Internal Link Dist (ft) 958 430 907 524 Turn Bay Length (ft) 150 250 250 90 Base Capacity (vph) 358 1226 420 1662 379 499 661 348 405 535 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.68 0.51 0.33 0.54 0.36 0.50 0.61 0.47 0.02 Intersection Summary Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 11 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 105.8 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.68 Intersection Signal Delay: 28.4 Intersection LOS: C Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 116.8 50th %ile Actuated Cycle: 105 30th %ile Actuated Cycle: 97.7 10th %ile Actuated Cycle: 89.7 Splits and Phases: 5: Kennedy Drive/Airport Drive & US 2 HCM 6th Signalized Intersection Summary 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 620 212 216 440 114 203 182 332 211 192 11 Future Volume (veh/h) 18 620 212 216 440 114 203 182 332 211 192 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1781 1781 1781 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 18 620 212 216 440 114 203 182 332 211 192 11 Peak Hour 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 Percent Heavy Veh, % 4 4 4 8 8 8 9 9 9 3 3 3 Cap, veh/h 375 945 323 330 1200 308 389 424 359 350 399 338 Arrive On Green 0.02 0.37 0.37 0.10 0.45 0.45 0.11 0.24 0.24 0.09 0.22 0.22 Sat Flow, veh/h 1753 2558 874 1697 2666 685 1682 1767 1497 1767 1856 1572 Grp Volume(v), veh/h 18 424 408 216 278 276 203 182 332 211 192 11 Grp Sat Flow(s),veh/h/ln 1753 1749 1683 1697 1692 1658 1682 1767 1497 1767 1856 1572 Q Serve(g_s), s 0.7 23.3 23.3 8.7 12.5 12.7 10.7 10.1 25.0 10.0 10.5 0.6 Cycle Q Clear(g_c), s 0.7 23.3 23.3 8.7 12.5 12.7 10.7 10.1 25.0 10.0 10.5 0.6 Prop In Lane 1.00 0.52 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 375 646 622 330 762 747 389 424 359 350 399 338 V/C Ratio(X) 0.05 0.66 0.66 0.65 0.36 0.37 0.52 0.43 0.92 0.60 0.48 0.03 Avail Cap(c_a), veh/h 409 646 622 447 762 747 449 459 389 350 399 338 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.1 30.3 30.3 21.9 20.9 20.9 30.3 37.2 42.8 32.9 39.7 35.8 Incr Delay (d2), s/veh 0.1 5.1 5.3 2.2 1.4 1.4 1.1 0.7 26.4 2.9 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 10.6 10.3 3.6 5.2 5.2 4.4 4.4 11.8 4.9 4.9 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.2 35.4 35.7 24.1 22.2 22.3 31.4 37.9 69.3 35.8 40.6 35.8 LnGrp LOS C D D C C C C D E D D D Approach Vol, veh/h 850 770 717 414 Approach Delay, s/veh 35.2 22.8 50.6 38.0 Approach LOS D C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.1 48.7 18.9 30.9 7.8 58.0 16.0 33.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 37.0 17.0 23.0 4.0 52.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 10.7 25.3 12.7 12.5 2.7 14.7 12.0 27.0 Green Ext Time (p_c), s 0.4 4.2 0.2 0.7 0.0 3.8 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 36.2 HCM 6th LOS D Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 390 482 536 61 78 484 Future Volume (vph) 390 482 536 61 78 484 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 2 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.986 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3433 1863 1837 0 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3433 1863 1837 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 10 141 Link Speed (mph) 30 30 30 Link Distance (ft) 528 597 249 Travel Time (s) 12.0 13.6 5.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 390 482 536 61 78 484 Shared Lane Traffic (%) Lane Group Flow (vph) 390 482 597 0 78 484 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Detector Phase 7 4 8 6 7 Switch Phase Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 14 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 9.5 Total Split (s) 14.0 41.0 27.0 24.0 14.0 Total Split (%) 21.5% 63.1% 41.5% 36.9% 21.5% Maximum Green (s) 9.5 36.5 22.5 19.5 9.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 9.5 36.1 22.1 19.5 33.5 Actuated g/C Ratio 0.15 0.56 0.34 0.30 0.52 v/c Ratio 0.78 0.46 0.94 0.15 0.55 Control Delay 39.3 10.3 46.8 17.6 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 39.3 10.3 46.8 17.6 10.0 LOS D B D B A Approach Delay 23.3 46.8 11.0 Approach LOS C D B 90th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 90th %ile Term Code Max Hold Max MaxR Max 70th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 70th %ile Term Code Max Hold Max MaxR Max 50th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 50th %ile Term Code Max Hold Max MaxR Max 30th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 30th %ile Term Code Max Hold Max MaxR Max 10th %ile Green (s) 9.3 34.3 20.5 19.5 9.3 10th %ile Term Code Gap Hold Gap MaxR Gap Queue Length 50th (ft) 77 102 220 22 79 Queue Length 95th (ft) #139 166 #413 51 156 Internal Link Dist (ft) 448 517 169 Turn Bay Length (ft) Base Capacity (vph) 505 1053 646 535 889 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.77 0.46 0.92 0.15 0.54 Intersection Summary Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 15 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 64.6 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 26.8 Intersection LOS: C Intersection Capacity Utilization 69.4% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 65 70th %ile Actuated Cycle: 65 50th %ile Actuated Cycle: 65 30th %ile Actuated Cycle: 65 10th %ile Actuated Cycle: 62.8 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Williston Rd & Industrial Ave HCM 6th Signalized Intersection Summary 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 16 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 390 482 536 61 78 484 Future Volume (veh/h) 390 482 536 61 78 484 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 390 482 536 61 78 484 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 488 1044 572 65 539 703 Arrive On Green 0.14 0.56 0.35 0.35 0.30 0.30 Sat Flow, veh/h 3456 1870 1649 188 1781 1585 Grp Volume(v), veh/h 390 482 0 597 78 484 Grp Sat Flow(s),veh/h/ln 1728 1870 0 1837 1781 1585 Q Serve(g_s), s 7.0 9.9 0.0 20.3 2.1 15.8 Cycle Q Clear(g_c), s 7.0 9.9 0.0 20.3 2.1 15.8 Prop In Lane 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 488 1044 0 637 539 703 V/C Ratio(X) 0.80 0.46 0.00 0.94 0.14 0.69 Avail Cap(c_a), veh/h 509 1059 0 641 539 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.8 8.5 0.0 20.4 16.4 14.4 Incr Delay (d2), s/veh 8.5 0.3 0.0 21.4 0.6 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 3.3 0.0 11.6 0.9 14.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.3 8.8 0.0 41.7 17.0 19.8 LnGrp LOS D A A D B B Approach Vol, veh/h 872 597 562 Approach Delay, s/veh 20.6 41.7 19.4 Approach LOS C D B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 40.5 24.0 13.6 26.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 36.5 19.5 9.5 22.5 Max Q Clear Time (g_c+I1), s 11.9 17.8 9.0 22.3 Green Ext Time (p_c), s 3.2 0.4 0.1 0.1 Intersection Summary HCM 6th Ctrl Delay 26.5 HCM 6th LOS C Lanes, Volumes, Timings 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 20 710 48 204 884 20 15 1 60 4 0 5 Future Volume (vph) 20 710 48 204 884 20 15 1 60 4 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 11 12 10 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 320 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.991 0.997 0.893 0.925 Flt Protected 0.950 0.950 0.990 0.978 Satd. Flow (prot) 1770 1723 0 1711 1857 0 0 1647 0 0 1685 0 Flt Permitted 0.950 0.950 0.990 0.978 Satd. Flow (perm) 1770 1723 0 1711 1857 0 0 1647 0 0 1685 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 237 301 312 Travel Time (s) 12.6 5.4 6.8 7.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 20 710 48 204 884 20 15 1 60 4 0 5 Shared Lane Traffic (%) Lane Group Flow (vph) 20 758 0 204 904 0 0 76 0 0 9 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.09 1.04 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 18 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 710 48 204 884 20 15 1 60 4 0 5 Future Vol, veh/h 20 710 48 204 884 20 15 1 60 4 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 320 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 20 710 48 204 884 20 15 1 60 4 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 904 0 0 758 0 0 2079 2086 734 2107 2100 894 Stage 1 - - - - - - 774 774 - 1302 1302 - Stage 2 - - - - - - 1305 1312 - 805 798 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 752 - - 853 - - 39 53 420 37 52 340 Stage 1 - - - - - - 391 408 - 198 231 - Stage 2 - - - - - - 197 228 - 376 398 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 752 - - 853 - - 31 39 420 25 38 340 Mov Cap-2 Maneuver - - - - - - 31 39 - 25 38 - Stage 1 - - - - - - 380 397 - 193 176 - Stage 2 - - - - - - 148 174 - 313 387 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.9 81.6 88.2 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 116 752 - - 853 - - 52 HCM Lane V/C Ratio 0.655 0.027 - - 0.239 - - 0.173 HCM Control Delay (s) 81.6 9.9 - - 10.5 - - 88.2 HCM Lane LOS F A - - B - - F HCM 95th %tile Q(veh) 3.4 0.1 - - 0.9 - - 0.6 Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 696 174 62 605 57 265 182 45 182 282 1 Future Volume (vph) 0 696 174 62 605 57 265 182 45 182 282 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 600 0 200 0 0 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.970 0.988 0.970 0.999 Flt Protected 0.996 0.950 0.950 Satd. Flow (prot) 0 3433 0 0 3483 0 1770 1807 0 1770 1861 0 Flt Permitted 0.736 0.470 0.617 Satd. Flow (perm) 0 3433 0 0 2574 0 875 1807 0 1149 1861 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 59 17 19 Link Speed (mph) 30 30 30 30 Link Distance (ft) 252 1419 510 332 Travel Time (s) 5.7 32.3 11.6 7.5 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 0 696 174 62 605 57 265 182 45 182 282 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 870 0 0 724 0 265 227 0 182 283 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 2 1 2 Detector Template Thru Left Thru Left Thru Left Thru Leading Detector (ft) 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 Turn Type NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 4 8 8 5 2 1 6 Switch Phase Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 32.0 32.0 32.0 10.0 23.0 10.0 23.0 Total Split (%) 49.2% 49.2% 49.2% 15.4% 35.4% 15.4% 35.4% Maximum Green (s) 27.5 27.5 27.5 5.5 18.5 5.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 20.9 20.9 25.2 20.9 24.2 18.6 Actuated g/C Ratio 0.36 0.36 0.43 0.36 0.41 0.32 v/c Ratio 0.69 0.78 0.58 0.35 0.34 0.48 Control Delay 17.8 22.8 18.2 17.3 12.5 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.8 22.8 18.2 17.3 12.5 20.8 LOS B C B B B C Approach Delay 17.8 22.8 17.8 17.6 Approach LOS B C B B 90th %ile Green (s) 27.5 27.5 27.5 5.5 18.5 5.5 18.5 90th %ile Term Code Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 25.3 25.3 25.3 5.5 18.5 5.5 18.5 70th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 50th %ile Green (s) 21.4 21.4 21.4 5.5 18.5 5.5 18.5 50th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 30th %ile Green (s) 17.8 17.8 17.8 5.5 18.5 5.5 18.5 30th %ile Term Code Gap Hold Hold Max MaxR Max MaxR 10th %ile Green (s) 13.9 13.9 13.9 5.5 28.5 0.0 18.5 10th %ile Term Code Gap Hold Hold Max Hold Skip MaxR Queue Length 50th (ft) 123 113 53 56 34 80 Queue Length 95th (ft) 176 168 #126 123 80 162 Internal Link Dist (ft) 172 1339 430 252 Turn Bay Length (ft) 200 Base Capacity (vph) 1651 1223 460 656 531 590 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 0.53 0.59 0.58 0.35 0.34 0.48 Intersection Summary Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 21 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 58.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 89.7% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 65 70th %ile Actuated Cycle: 62.8 50th %ile Actuated Cycle: 58.9 30th %ile Actuated Cycle: 55.3 10th %ile Actuated Cycle: 51.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Hinesburg Rd/Patchen Rd & US 2 HCM 6th Signalized Intersection Summary 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 696 174 62 605 57 265 182 45 182 282 1 Future Volume (veh/h) 0 696 174 62 605 57 265 182 45 182 282 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 696 174 62 605 57 265 182 45 182 282 1 Peak Hour 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 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 0 1039 260 111 921 94 493 451 111 531 580 2 Arrive On Green 0.00 0.37 0.37 0.37 0.37 0.37 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 0 2910 704 108 2498 254 1781 1448 358 1781 1863 7 Grp Volume(v), veh/h 0 439 431 352 0 372 265 0 227 182 0 283 Grp Sat Flow(s),veh/h/ln 0 1777 1744 1203 0 1656 1781 0 1806 1781 0 1869 Q Serve(g_s), s 0.0 12.3 12.3 4.4 0.0 10.9 5.5 0.0 5.9 4.0 0.0 7.3 Cycle Q Clear(g_c), s 0.0 12.3 12.3 16.7 0.0 10.9 5.5 0.0 5.9 4.0 0.0 7.3 Prop In Lane 0.00 0.40 0.18 0.15 1.00 0.20 1.00 0.00 Lane Grp Cap(c), veh/h 0 655 643 515 0 611 493 0 562 531 0 582 V/C Ratio(X) 0.00 0.67 0.67 0.68 0.00 0.61 0.54 0.00 0.40 0.34 0.00 0.49 Avail Cap(c_a), veh/h 0 822 807 646 0 767 493 0 562 531 0 582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.7 15.7 15.9 0.0 15.3 13.6 0.0 16.1 12.1 0.0 16.6 Incr Delay (d2), s/veh 0.0 1.5 1.5 2.1 0.0 1.0 1.2 0.0 2.1 0.4 0.0 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.6 4.6 3.6 0.0 3.8 2.3 0.0 2.5 1.5 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 17.2 17.2 18.0 0.0 16.2 14.8 0.0 18.3 12.5 0.0 19.5 LnGrp LOS A B B B A B B A B B A B Approach Vol, veh/h 870 724 492 465 Approach Delay, s/veh 17.2 17.1 16.4 16.7 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 23.0 26.4 10.0 23.0 26.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 18.5 27.5 5.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 6.0 7.9 14.3 7.5 9.3 18.7 Green Ext Time (p_c), s 0.0 0.9 4.7 0.0 1.1 3.2 Intersection Summary HCM 6th Ctrl Delay 16.9 HCM 6th LOS B Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 184 2 157 112 10 74 1 409 357 438 280 3 Future Volume (vph) 184 2 157 112 10 74 1 409 357 438 280 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 130 0 500 0 Storage Lanes 0 0 1 0 1 1 2 0 Taper Length (ft) 25 25 25 25 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 0.95 Ped Bike Factor Frt 0.938 0.868 0.850 0.998 Flt Protected 0.974 0.950 0.950 0.950 Satd. Flow (prot) 0 1702 0 1770 1617 0 1770 3539 1583 1770 3532 0 Flt Permitted 0.787 0.550 0.950 0.950 Satd. Flow (perm) 0 1375 0 1025 1617 0 1770 3539 1583 1770 3532 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 53 74 357 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 113 232 293 987 Travel Time (s) 2.6 5.3 6.7 22.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 184 2 157 112 10 74 1 409 357 438 280 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 343 0 112 84 0 1 409 357 438 283 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Detector Phase 8 8 4 4 1 6 2 5 2 Switch Phase Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 24 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 10.0 22.0 10.0 22.0 Total Split (s) 63.0 63.0 63.0 63.0 12.0 20.0 39.0 31.0 39.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 10.5% 17.5% 34.2% 27.2% 34.2% Maximum Green (s) 57.0 57.0 57.0 57.0 6.0 14.0 33.0 25.0 33.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 23.6 23.6 23.6 6.0 18.1 37.3 25.2 37.3 Actuated g/C Ratio 0.28 0.28 0.28 0.07 0.21 0.44 0.30 0.44 v/c Ratio 0.82 0.39 0.17 0.01 0.54 0.40 0.84 0.18 Control Delay 39.9 28.4 7.4 41.0 34.4 3.7 45.9 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.9 28.4 7.4 41.0 34.4 3.7 45.9 16.4 LOS D C A D C A D B Approach Delay 39.9 19.4 20.1 34.3 Approach LOS D B C C 90th %ile Green (s) 36.3 36.3 36.3 36.3 6.0 18.0 37.0 25.0 37.0 90th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 70th %ile Green (s) 27.9 27.9 27.9 27.9 6.0 18.0 37.0 25.0 37.0 70th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 50th %ile Green (s) 23.3 23.3 23.3 23.3 6.0 18.0 37.0 25.0 37.0 50th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 30th %ile Green (s) 19.2 19.2 19.2 19.2 6.0 18.0 37.0 25.0 37.0 30th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 10th %ile Green (s) 14.0 14.0 14.0 14.0 6.0 18.0 37.0 25.0 37.0 10th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold Queue Length 50th (ft) 145 48 4 1 102 0 216 46 Queue Length 95th (ft) 243 93 34 6 174 55 #460 91 Internal Link Dist (ft) 33 152 213 907 Turn Bay Length (ft) 130 500 Base Capacity (vph) 944 691 1115 125 754 894 523 1547 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 0.36 0.16 0.08 0.01 0.54 0.40 0.84 0.18 Intersection Summary Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 25 Area Type: Other Cycle Length: 114 Actuated Cycle Length: 85.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 28.4 Intersection LOS: C Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 97.3 70th %ile Actuated Cycle: 88.9 50th %ile Actuated Cycle: 84.3 30th %ile Actuated Cycle: 80.2 10th %ile Actuated Cycle: 75 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 9: Kimball Ave & Kennedy Drive HCM 6th Signalized Intersection Summary 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 26 HCM 6th Edition methodology does not support custom phasing. Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 312 766 753 121 41 105 Future Volume (vph) 312 766 753 121 41 105 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 15% 0% 0% Storage Length (ft) 200 0 0 100 Storage Lanes 1 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.981 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1637 1723 1827 0 1770 1583 Flt Permitted 0.099 0.950 Satd. Flow (perm) 171 1723 1827 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 13 104 Link Speed (mph) 30 30 30 Link Distance (ft) 344 412 247 Travel Time (s) 7.8 9.4 5.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 312 766 753 121 41 105 Shared Lane Traffic (%) Lane Group Flow (vph) 312 766 874 0 41 105 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Right Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type pm+pt NA NA Prot pt+ov Protected Phases 7 4 8 6 6 7 Permitted Phases 4 Detector Phase 7 4 8 6 6 7 Switch Phase Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 2 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 24.0 Total Split (s) 16.0 56.0 40.0 24.0 Total Split (%) 20.0% 70.0% 50.0% 30.0% Maximum Green (s) 10.0 50.0 34.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 Recall Mode None Max Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 50.4 51.8 34.3 7.1 20.5 Actuated g/C Ratio 0.75 0.78 0.51 0.11 0.31 v/c Ratio 0.89 0.57 0.93 0.22 0.19 Control Delay 46.8 6.8 35.2 31.2 4.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 6.8 35.2 31.2 4.9 LOS D A D C A Approach Delay 18.4 35.2 12.3 Approach LOS B D B 90th %ile Green (s) 10.0 50.0 34.0 9.1 90th %ile Term Code Max MaxR MaxR Gap 70th %ile Green (s) 10.0 50.0 34.0 7.9 70th %ile Term Code Max MaxR MaxR Gap 50th %ile Green (s) 10.0 50.0 34.0 7.0 50th %ile Term Code Max MaxR MaxR Gap 30th %ile Green (s) 10.0 50.0 34.0 6.1 30th %ile Term Code Max MaxR MaxR Gap 10th %ile Green (s) 10.0 50.0 34.0 0.0 10th %ile Term Code Max MaxR MaxR Skip Queue Length 50th (ft) 83 125 332 16 0 Queue Length 95th (ft) #240 240 #616 43 29 Internal Link Dist (ft) 264 332 167 Turn Bay Length (ft) 200 100 Base Capacity (vph) 350 1336 943 480 599 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.89 0.57 0.93 0.09 0.18 Intersection Summary Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 3 Area Type: Other Cycle Length: 80 Actuated Cycle Length: 66.8 Natural Cycle: 90 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.93 Intersection Signal Delay: 24.9 Intersection LOS: C Intersection Capacity Utilization 83.4% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 71.1 70th %ile Actuated Cycle: 69.9 50th %ile Actuated Cycle: 69 30th %ile Actuated Cycle: 68.1 10th %ile Actuated Cycle: 56 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Williston Rd & Driveway HCM 6th Signalized Intersection Summary 1: Williston Rd & Driveway 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 312 766 753 121 41 105 Future Volume (veh/h) 312 766 753 121 41 105 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 545 545 1870 1870 1870 1870 Adj Flow Rate, veh/h 312 766 753 121 41 105 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 192 403 791 127 148 366 Arrive On Green 0.15 0.74 0.50 0.50 0.08 0.08 Sat Flow, veh/h 519 545 1572 253 1781 1585 Grp Volume(v), veh/h 312 766 0 874 41 105 Grp Sat Flow(s),veh/h/ln 519 545 0 1825 1781 1585 Q Serve(g_s), s 10.0 50.0 0.0 30.9 1.5 3.7 Cycle Q Clear(g_c), s 10.0 50.0 0.0 30.9 1.5 3.7 Prop In Lane 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 192 403 0 918 148 366 V/C Ratio(X) 1.63 1.90 0.00 0.95 0.28 0.29 Avail Cap(c_a), veh/h 192 403 0 918 474 656 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 17.3 8.8 0.0 16.0 29.1 21.4 Incr Delay (d2), s/veh 304.6 414.2 0.0 20.2 1.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 17.8 49.5 0.0 16.0 0.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 321.9 423.0 0.0 36.2 30.1 21.8 LnGrp LOS F F A D C C Approach Vol, veh/h 1078 874 146 Approach Delay, s/veh 393.8 36.2 24.2 Approach LOS F D C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 56.0 11.6 16.0 40.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 50.0 18.0 10.0 34.0 Max Q Clear Time (g_c+I1), s 52.0 5.7 12.0 32.9 Green Ext Time (p_c), s 0.0 0.3 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 219.1 HCM 6th LOS F Lanes, Volumes, Timings 2: Shunpike Rd & US 2/Williston Rd 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 5 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 1062 13 16 842 6 16 Future Volume (vph) 1062 13 16 842 6 16 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 0 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.902 Flt Protected 0.999 0.987 Satd. Flow (prot) 1823 0 0 1758 1658 0 Flt Permitted 0.999 0.987 Satd. Flow (perm) 1823 0 0 1758 1658 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1317 344 842 Travel Time (s) 29.9 7.8 19.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 8% 8% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 1062 13 16 842 6 16 Shared Lane Traffic (%) Lane Group Flow (vph) 1075 0 0 858 22 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 67.1% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 2: Shunpike Rd & US 2/Williston Rd 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 6 Intersection Int Delay, s/veh 0.5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 1062 13 16 842 6 16 Future Vol, veh/h 1062 13 16 842 6 16 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 4 4 8 8 2 2 Mvmt Flow 1062 13 16 842 6 16 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 1075 0 1943 1069 Stage 1 - - - - 1069 - Stage 2 - - - - 874 - Critical Hdwy - - 4.18 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.272 - 3.518 3.318 Pot Cap-1 Maneuver - - 626 - 71 269 Stage 1 - - - - 330 - Stage 2 - - - - 408 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 626 - 68 269 Mov Cap-2 Maneuver - - - - 68 - Stage 1 - - - - 330 - Stage 2 - - - - 388 - Approach EB WB NB HCM Control Delay, s 0 0.2 33.3 HCM LOS D Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 149 - - 626 - HCM Lane V/C Ratio 0.148 - - 0.026 - HCM Control Delay (s) 33.3 - - 10.9 0 HCM Lane LOS D - - B A HCM 95th %tile Q(veh) 0.5 - - 0.1 - Lanes, Volumes, Timings 4: US 2 & Aviation Avenue 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 51 1052 825 18 6 6 Future Volume (vph) 51 1052 825 18 6 6 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 250 250 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.997 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1752 1845 1876 0 1752 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1752 1845 1876 0 1752 1568 Link Speed (mph) 30 30 30 Link Distance (ft) 963 673 785 Travel Time (s) 21.9 15.3 17.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 3% 1% 1% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 51 1052 825 18 6 6 Shared Lane Traffic (%) Lane Group Flow (vph) 51 1052 843 0 6 6 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 4: US 2 & Aviation Avenue 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 8 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 51 1052 825 18 6 6 Future Vol, veh/h 51 1052 825 18 6 6 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 - - - 250 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 1 1 3 3 Mvmt Flow 51 1052 825 18 6 6 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 843 0 - 0 1988 834 Stage 1 - - - - 834 - Stage 2 - - - - 1154 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 789 - - - 67 367 Stage 1 - - - - 425 - Stage 2 - - - - 299 - Platoon blocked, % - - - Mov Cap-1 Maneuver 789 - - - 63 367 Mov Cap-2 Maneuver - - - - 63 - Stage 1 - - - - 397 - Stage 2 - - - - 299 - Approach EB WB SB HCM Control Delay, s 0.5 0 41.6 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 789 - - - 63 367 HCM Lane V/C Ratio 0.065 - - - 0.095 0.016 HCM Control Delay (s) 9.9 - - - 68.1 15 HCM Lane LOS A - - - F C HCM 95th %tile Q(veh) 0.2 - - - 0.3 0.1 Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 620 212 216 440 114 203 182 332 211 192 11 Future Volume (vph) 18 620 212 216 440 114 203 182 332 211 192 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 150 0 250 250 250 0 0 90 Storage Lanes 0 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.962 0.969 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3339 0 1671 3239 0 1656 1743 1482 1752 1845 1568 Flt Permitted 0.445 0.185 0.349 0.641 Satd. Flow (perm) 813 3339 0 325 3239 0 608 1743 1482 1182 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 41 34 332 245 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1038 510 987 604 Travel Time (s) 23.6 11.6 22.4 13.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 18 620 212 216 440 114 203 182 332 211 192 11 Shared Lane Traffic (%) Lane Group Flow (vph) 18 832 0 216 554 0 203 182 332 211 192 11 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 4 Switch Phase Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 43.0 25.0 58.0 23.0 36.0 36.0 16.0 29.0 29.0 Total Split (%) 8.3% 35.8% 20.8% 48.3% 19.2% 30.0% 30.0% 13.3% 24.2% 24.2% Maximum Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 42.1 38.0 57.3 53.8 33.9 20.2 20.2 26.2 16.2 16.2 Actuated g/C Ratio 0.40 0.36 0.54 0.51 0.32 0.19 0.19 0.25 0.15 0.15 v/c Ratio 0.05 0.68 0.63 0.33 0.61 0.55 0.60 0.61 0.68 0.02 Control Delay 15.2 32.4 22.6 16.9 34.3 45.1 9.0 36.6 56.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.2 32.4 22.6 16.9 34.3 45.1 9.0 36.6 56.2 0.1 LOS B C C B C D A D E A Approach Delay 32.0 18.5 25.3 44.7 Approach LOS C B C D 90th %ile Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 90th %ile Term Code Max MaxR Max MaxR Max Hold Hold Max Max Max 70th %ile Green (s) 4.0 39.4 16.6 52.0 17.0 26.8 26.8 10.0 19.8 19.8 70th %ile Term Code Max Hold Gap MaxR Max Hold Hold Max Gap Gap 50th %ile Green (s) 0.0 37.0 12.9 55.9 14.9 21.1 21.1 10.0 16.2 16.2 50th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 30th %ile Green (s) 0.0 37.0 10.7 53.7 12.6 16.0 16.0 10.0 13.4 13.4 30th %ile Term Code Skip MaxR Gap Hold Gap Hold Hold Max Gap Gap 10th %ile Green (s) 0.0 37.8 8.2 52.0 9.7 9.9 9.9 9.8 10.0 10.0 10th %ile Term Code Skip Hold Gap MaxR Gap Hold Hold Gap Gap Gap Queue Length 50th (ft) 6 237 74 97 99 110 0 103 123 0 Queue Length 95th (ft) 19 374 139 187 172 190 75 177 213 0 Internal Link Dist (ft) 958 430 907 524 Turn Bay Length (ft) 150 250 250 90 Base Capacity (vph) 358 1226 420 1662 379 499 661 348 405 535 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.05 0.68 0.51 0.33 0.54 0.36 0.50 0.61 0.47 0.02 Intersection Summary Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 11 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 105.8 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.68 Intersection Signal Delay: 28.4 Intersection LOS: C Intersection Capacity Utilization 77.2% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 116.8 50th %ile Actuated Cycle: 105 30th %ile Actuated Cycle: 97.7 10th %ile Actuated Cycle: 89.7 Splits and Phases: 5: Kennedy Drive/Airport Drive & US 2 HCM 6th Signalized Intersection Summary 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 18 620 212 216 440 114 203 182 332 211 192 11 Future Volume (veh/h) 18 620 212 216 440 114 203 182 332 211 192 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1781 1781 1781 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 18 620 212 216 440 114 203 182 332 211 192 11 Peak Hour 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 Percent Heavy Veh, % 4 4 4 8 8 8 9 9 9 3 3 3 Cap, veh/h 375 945 323 330 1200 308 389 424 359 350 399 338 Arrive On Green 0.02 0.37 0.37 0.10 0.45 0.45 0.11 0.24 0.24 0.09 0.22 0.22 Sat Flow, veh/h 1753 2558 874 1697 2666 685 1682 1767 1497 1767 1856 1572 Grp Volume(v), veh/h 18 424 408 216 278 276 203 182 332 211 192 11 Grp Sat Flow(s),veh/h/ln 1753 1749 1683 1697 1692 1658 1682 1767 1497 1767 1856 1572 Q Serve(g_s), s 0.7 23.3 23.3 8.7 12.5 12.7 10.7 10.1 25.0 10.0 10.5 0.6 Cycle Q Clear(g_c), s 0.7 23.3 23.3 8.7 12.5 12.7 10.7 10.1 25.0 10.0 10.5 0.6 Prop In Lane 1.00 0.52 1.00 0.41 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 375 646 622 330 762 747 389 424 359 350 399 338 V/C Ratio(X) 0.05 0.66 0.66 0.65 0.36 0.37 0.52 0.43 0.92 0.60 0.48 0.03 Avail Cap(c_a), veh/h 409 646 622 447 762 747 449 459 389 350 399 338 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.1 30.3 30.3 21.9 20.9 20.9 30.3 37.2 42.8 32.9 39.7 35.8 Incr Delay (d2), s/veh 0.1 5.1 5.3 2.2 1.4 1.4 1.1 0.7 26.4 2.9 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 10.6 10.3 3.6 5.2 5.2 4.4 4.4 11.8 4.9 4.9 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 22.2 35.4 35.7 24.1 22.2 22.3 31.4 37.9 69.3 35.8 40.6 35.8 LnGrp LOS C D D C C C C D E D D D Approach Vol, veh/h 850 770 717 414 Approach Delay, s/veh 35.2 22.8 50.6 38.0 Approach LOS D C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 17.1 48.7 18.9 30.9 7.8 58.0 16.0 33.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 37.0 17.0 23.0 4.0 52.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 10.7 25.3 12.7 12.5 2.7 14.7 12.0 27.0 Green Ext Time (p_c), s 0.4 4.2 0.2 0.7 0.0 3.8 0.0 0.7 Intersection Summary HCM 6th Ctrl Delay 36.2 HCM 6th LOS D Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 390 482 536 61 78 484 Future Volume (vph) 390 482 536 61 78 484 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 2 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.986 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3433 1863 1837 0 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3433 1863 1837 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 10 141 Link Speed (mph) 30 30 30 Link Distance (ft) 528 597 249 Travel Time (s) 12.0 13.6 5.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 390 482 536 61 78 484 Shared Lane Traffic (%) Lane Group Flow (vph) 390 482 597 0 78 484 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Detector Phase 7 4 8 6 7 Switch Phase Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 14 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 9.5 Total Split (s) 14.0 41.0 27.0 24.0 14.0 Total Split (%) 21.5% 63.1% 41.5% 36.9% 21.5% Maximum Green (s) 9.5 36.5 22.5 19.5 9.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 9.5 36.1 22.1 19.5 33.5 Actuated g/C Ratio 0.15 0.56 0.34 0.30 0.52 v/c Ratio 0.78 0.46 0.94 0.15 0.55 Control Delay 39.3 10.3 46.8 17.6 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 39.3 10.3 46.8 17.6 10.0 LOS D B D B A Approach Delay 23.3 46.8 11.0 Approach LOS C D B 90th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 90th %ile Term Code Max Hold Max MaxR Max 70th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 70th %ile Term Code Max Hold Max MaxR Max 50th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 50th %ile Term Code Max Hold Max MaxR Max 30th %ile Green (s) 9.5 36.5 22.5 19.5 9.5 30th %ile Term Code Max Hold Max MaxR Max 10th %ile Green (s) 9.3 34.3 20.5 19.5 9.3 10th %ile Term Code Gap Hold Gap MaxR Gap Queue Length 50th (ft) 77 102 220 22 79 Queue Length 95th (ft) #139 166 #413 51 156 Internal Link Dist (ft) 448 517 169 Turn Bay Length (ft) Base Capacity (vph) 505 1053 646 535 889 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.77 0.46 0.92 0.15 0.54 Intersection Summary Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 15 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 64.6 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.94 Intersection Signal Delay: 26.8 Intersection LOS: C Intersection Capacity Utilization 69.4% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 65 70th %ile Actuated Cycle: 65 50th %ile Actuated Cycle: 65 30th %ile Actuated Cycle: 65 10th %ile Actuated Cycle: 62.8 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Williston Rd & Industrial Ave HCM 6th Signalized Intersection Summary 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 16 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 390 482 536 61 78 484 Future Volume (veh/h) 390 482 536 61 78 484 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 390 482 536 61 78 484 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 488 1044 572 65 539 703 Arrive On Green 0.14 0.56 0.35 0.35 0.30 0.30 Sat Flow, veh/h 3456 1870 1649 188 1781 1585 Grp Volume(v), veh/h 390 482 0 597 78 484 Grp Sat Flow(s),veh/h/ln 1728 1870 0 1837 1781 1585 Q Serve(g_s), s 7.0 9.9 0.0 20.3 2.1 15.8 Cycle Q Clear(g_c), s 7.0 9.9 0.0 20.3 2.1 15.8 Prop In Lane 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 488 1044 0 637 539 703 V/C Ratio(X) 0.80 0.46 0.00 0.94 0.14 0.69 Avail Cap(c_a), veh/h 509 1059 0 641 539 703 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.8 8.5 0.0 20.4 16.4 14.4 Incr Delay (d2), s/veh 8.5 0.3 0.0 21.4 0.6 5.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.3 3.3 0.0 11.6 0.9 14.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 35.3 8.8 0.0 41.7 17.0 19.8 LnGrp LOS D A A D B B Approach Vol, veh/h 872 597 562 Approach Delay, s/veh 20.6 41.7 19.4 Approach LOS C D B Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 40.5 24.0 13.6 26.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 36.5 19.5 9.5 22.5 Max Q Clear Time (g_c+I1), s 11.9 17.8 9.0 22.3 Green Ext Time (p_c), s 3.2 0.4 0.1 0.1 Intersection Summary HCM 6th Ctrl Delay 26.5 HCM 6th LOS C Lanes, Volumes, Timings 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 20 710 48 204 884 20 15 1 60 4 0 5 Future Volume (vph) 20 710 48 204 884 20 15 1 60 4 0 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 11 12 10 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 320 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.991 0.997 0.893 0.925 Flt Protected 0.950 0.950 0.990 0.978 Satd. Flow (prot) 1770 1723 0 1711 1857 0 0 1647 0 0 1685 0 Flt Permitted 0.950 0.950 0.990 0.978 Satd. Flow (perm) 1770 1723 0 1711 1857 0 0 1647 0 0 1685 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 237 301 312 Travel Time (s) 12.6 5.4 6.8 7.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 20 710 48 204 884 20 15 1 60 4 0 5 Shared Lane Traffic (%) Lane Group Flow (vph) 20 758 0 204 904 0 0 76 0 0 9 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.09 1.04 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 18 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 20 710 48 204 884 20 15 1 60 4 0 5 Future Vol, veh/h 20 710 48 204 884 20 15 1 60 4 0 5 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 320 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 20 710 48 204 884 20 15 1 60 4 0 5 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 904 0 0 758 0 0 2079 2086 734 2107 2100 894 Stage 1 - - - - - - 774 774 - 1302 1302 - Stage 2 - - - - - - 1305 1312 - 805 798 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 752 - - 853 - - 39 53 420 37 52 340 Stage 1 - - - - - - 391 408 - 198 231 - Stage 2 - - - - - - 197 228 - 376 398 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 752 - - 853 - - 31 39 420 25 38 340 Mov Cap-2 Maneuver - - - - - - 31 39 - 25 38 - Stage 1 - - - - - - 380 397 - 193 176 - Stage 2 - - - - - - 148 174 - 313 387 - Approach EB WB NB SB HCM Control Delay, s 0.3 1.9 81.6 88.2 HCM LOS F F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 116 752 - - 853 - - 52 HCM Lane V/C Ratio 0.655 0.027 - - 0.239 - - 0.173 HCM Control Delay (s) 81.6 9.9 - - 10.5 - - 88.2 HCM Lane LOS F A - - B - - F HCM 95th %tile Q(veh) 3.4 0.1 - - 0.9 - - 0.6 Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 0 696 174 62 605 57 265 182 45 182 282 1 Future Volume (vph) 0 696 174 62 605 57 265 182 45 182 282 1 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 600 0 200 0 0 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.970 0.988 0.970 0.999 Flt Protected 0.996 0.950 0.950 Satd. Flow (prot) 0 3433 0 0 3483 0 1770 1807 0 1770 1861 0 Flt Permitted 0.736 0.470 0.617 Satd. Flow (perm) 0 3433 0 0 2574 0 875 1807 0 1149 1861 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 59 17 19 Link Speed (mph) 30 30 30 30 Link Distance (ft) 252 1419 510 332 Travel Time (s) 5.7 32.3 11.6 7.5 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 0 696 174 62 605 57 265 182 45 182 282 1 Shared Lane Traffic (%) Lane Group Flow (vph) 0 870 0 0 724 0 265 227 0 182 283 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 2 1 2 1 2 1 2 Detector Template Thru Left Thru Left Thru Left Thru Leading Detector (ft) 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 Turn Type NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 8 2 6 Detector Phase 4 8 8 5 2 1 6 Switch Phase Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 32.0 32.0 32.0 10.0 23.0 10.0 23.0 Total Split (%) 49.2% 49.2% 49.2% 15.4% 35.4% 15.4% 35.4% Maximum Green (s) 27.5 27.5 27.5 5.5 18.5 5.5 18.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 Act Effct Green (s) 20.9 20.9 25.2 20.9 24.2 18.6 Actuated g/C Ratio 0.36 0.36 0.43 0.36 0.41 0.32 v/c Ratio 0.69 0.78 0.58 0.35 0.34 0.48 Control Delay 17.8 22.8 18.2 17.3 12.5 20.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 17.8 22.8 18.2 17.3 12.5 20.8 LOS B C B B B C Approach Delay 17.8 22.8 17.8 17.6 Approach LOS B C B B 90th %ile Green (s) 27.5 27.5 27.5 5.5 18.5 5.5 18.5 90th %ile Term Code Max Max Max Max MaxR Max MaxR 70th %ile Green (s) 25.3 25.3 25.3 5.5 18.5 5.5 18.5 70th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 50th %ile Green (s) 21.4 21.4 21.4 5.5 18.5 5.5 18.5 50th %ile Term Code Hold Gap Gap Max MaxR Max MaxR 30th %ile Green (s) 17.8 17.8 17.8 5.5 18.5 5.5 18.5 30th %ile Term Code Gap Hold Hold Max MaxR Max MaxR 10th %ile Green (s) 13.9 13.9 13.9 5.5 28.5 0.0 18.5 10th %ile Term Code Gap Hold Hold Max Hold Skip MaxR Queue Length 50th (ft) 123 113 53 56 34 80 Queue Length 95th (ft) 176 168 #126 123 80 162 Internal Link Dist (ft) 172 1339 430 252 Turn Bay Length (ft) 200 Base Capacity (vph) 1651 1223 460 656 531 590 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 0.53 0.59 0.58 0.35 0.34 0.48 Intersection Summary Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 21 Area Type: Other Cycle Length: 65 Actuated Cycle Length: 58.7 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.78 Intersection Signal Delay: 19.2 Intersection LOS: B Intersection Capacity Utilization 89.7% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 65 70th %ile Actuated Cycle: 62.8 50th %ile Actuated Cycle: 58.9 30th %ile Actuated Cycle: 55.3 10th %ile Actuated Cycle: 51.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Hinesburg Rd/Patchen Rd & US 2 HCM 6th Signalized Intersection Summary 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 696 174 62 605 57 265 182 45 182 282 1 Future Volume (veh/h) 0 696 174 62 605 57 265 182 45 182 282 1 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 696 174 62 605 57 265 182 45 182 282 1 Peak Hour 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 Percent Heavy Veh, % 0 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 0 1039 260 111 921 94 493 451 111 531 580 2 Arrive On Green 0.00 0.37 0.37 0.37 0.37 0.37 0.09 0.31 0.31 0.09 0.31 0.31 Sat Flow, veh/h 0 2910 704 108 2498 254 1781 1448 358 1781 1863 7 Grp Volume(v), veh/h 0 439 431 352 0 372 265 0 227 182 0 283 Grp Sat Flow(s),veh/h/ln 0 1777 1744 1203 0 1656 1781 0 1806 1781 0 1869 Q Serve(g_s), s 0.0 12.3 12.3 4.4 0.0 10.9 5.5 0.0 5.9 4.0 0.0 7.3 Cycle Q Clear(g_c), s 0.0 12.3 12.3 16.7 0.0 10.9 5.5 0.0 5.9 4.0 0.0 7.3 Prop In Lane 0.00 0.40 0.18 0.15 1.00 0.20 1.00 0.00 Lane Grp Cap(c), veh/h 0 655 643 515 0 611 493 0 562 531 0 582 V/C Ratio(X) 0.00 0.67 0.67 0.68 0.00 0.61 0.54 0.00 0.40 0.34 0.00 0.49 Avail Cap(c_a), veh/h 0 822 807 646 0 767 493 0 562 531 0 582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 15.7 15.7 15.9 0.0 15.3 13.6 0.0 16.1 12.1 0.0 16.6 Incr Delay (d2), s/veh 0.0 1.5 1.5 2.1 0.0 1.0 1.2 0.0 2.1 0.4 0.0 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 4.6 4.6 3.6 0.0 3.8 2.3 0.0 2.5 1.5 0.0 3.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 17.2 17.2 18.0 0.0 16.2 14.8 0.0 18.3 12.5 0.0 19.5 LnGrp LOS A B B B A B B A B B A B Approach Vol, veh/h 870 724 492 465 Approach Delay, s/veh 17.2 17.1 16.4 16.7 Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 23.0 26.4 10.0 23.0 26.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 18.5 27.5 5.5 18.5 27.5 Max Q Clear Time (g_c+I1), s 6.0 7.9 14.3 7.5 9.3 18.7 Green Ext Time (p_c), s 0.0 0.9 4.7 0.0 1.1 3.2 Intersection Summary HCM 6th Ctrl Delay 16.9 HCM 6th LOS B Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 184 2 157 112 10 74 1 409 357 438 280 3 Future Volume (vph) 184 2 157 112 10 74 1 409 357 438 280 3 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 130 0 500 0 Storage Lanes 0 0 1 0 1 1 2 0 Taper Length (ft) 25 25 25 25 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 0.95 Ped Bike Factor Frt 0.938 0.868 0.850 0.998 Flt Protected 0.974 0.950 0.950 0.950 Satd. Flow (prot) 0 1702 0 1770 1617 0 1770 3539 1583 1770 3532 0 Flt Permitted 0.787 0.550 0.950 0.950 Satd. Flow (perm) 0 1375 0 1025 1617 0 1770 3539 1583 1770 3532 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 53 74 357 1 Link Speed (mph) 30 30 30 30 Link Distance (ft) 113 232 293 987 Travel Time (s) 2.6 5.3 6.7 22.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 184 2 157 112 10 74 1 409 357 438 280 3 Shared Lane Traffic (%) Lane Group Flow (vph) 0 343 0 112 84 0 1 409 357 438 283 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Detector Phase 8 8 4 4 1 6 2 5 2 Switch Phase Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 24 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 10.0 22.0 10.0 22.0 Total Split (s) 63.0 63.0 63.0 63.0 12.0 20.0 39.0 31.0 39.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 10.5% 17.5% 34.2% 27.2% 34.2% Maximum Green (s) 57.0 57.0 57.0 57.0 6.0 14.0 33.0 25.0 33.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 23.6 23.6 23.6 6.0 18.1 37.3 25.2 37.3 Actuated g/C Ratio 0.28 0.28 0.28 0.07 0.21 0.44 0.30 0.44 v/c Ratio 0.82 0.39 0.17 0.01 0.54 0.40 0.84 0.18 Control Delay 39.9 28.4 7.4 41.0 34.4 3.7 45.9 16.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 39.9 28.4 7.4 41.0 34.4 3.7 45.9 16.4 LOS D C A D C A D B Approach Delay 39.9 19.4 20.1 34.3 Approach LOS D B C C 90th %ile Green (s) 36.3 36.3 36.3 36.3 6.0 18.0 37.0 25.0 37.0 90th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 70th %ile Green (s) 27.9 27.9 27.9 27.9 6.0 18.0 37.0 25.0 37.0 70th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 50th %ile Green (s) 23.3 23.3 23.3 23.3 6.0 18.0 37.0 25.0 37.0 50th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 30th %ile Green (s) 19.2 19.2 19.2 19.2 6.0 18.0 37.0 25.0 37.0 30th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold 10th %ile Green (s) 14.0 14.0 14.0 14.0 6.0 18.0 37.0 25.0 37.0 10th %ile Term Code Gap Gap Hold Hold MaxR Ped Hold Max Hold Queue Length 50th (ft) 145 48 4 1 102 0 216 46 Queue Length 95th (ft) 243 93 34 6 174 55 #460 91 Internal Link Dist (ft) 33 152 213 907 Turn Bay Length (ft) 130 500 Base Capacity (vph) 944 691 1115 125 754 894 523 1547 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 0.36 0.16 0.08 0.01 0.54 0.40 0.84 0.18 Intersection Summary Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 25 Area Type: Other Cycle Length: 114 Actuated Cycle Length: 85.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 28.4 Intersection LOS: C Intersection Capacity Utilization 81.3% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 97.3 70th %ile Actuated Cycle: 88.9 50th %ile Actuated Cycle: 84.3 30th %ile Actuated Cycle: 80.2 10th %ile Actuated Cycle: 75 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 9: Kimball Ave & Kennedy Drive HCM 6th Signalized Intersection Summary 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build AM Peak Hour Synchro 11 Report VHB Page 26 HCM 6th Edition methodology does not support custom phasing. Lanes, Volumes, Timings 3: Shunpike Rd/Valley Rd & US 2 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 1 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 10 803 7 9 783 17 7 10 0 13 3 22 Future Volume (vph) 10 803 7 9 783 17 7 10 0 13 3 22 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 0 0 0 0 Storage Lanes 0 0 0 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.997 0.922 Flt Protected 0.999 0.999 0.980 0.983 Satd. Flow (prot) 0 1823 0 0 1752 0 0 1825 0 0 1640 0 Flt Permitted 0.999 0.999 0.980 0.983 Satd. Flow (perm) 0 1823 0 0 1752 0 0 1825 0 0 1640 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1323 340 842 1060 Travel Time (s) 30.1 7.7 19.1 24.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 2% 2% 2% 5% 5% 5% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 10 803 7 9 783 17 7 10 0 13 3 22 Shared Lane Traffic (%) Lane Group Flow (vph) 0 820 0 0 809 0 0 17 0 0 38 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 58.7% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 3: Shunpike Rd/Valley Rd & US 2 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 2 Intersection Int Delay, s/veh 1.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 10 803 7 9 783 17 7 10 0 13 3 22 Future Vol, veh/h 10 803 7 9 783 17 7 10 0 13 3 22 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length - - - - - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 4 4 4 8 8 8 2 2 2 5 5 5 Mvmt Flow 10 803 7 9 783 17 7 10 0 13 3 22 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 800 0 0 810 0 0 1649 1645 807 1642 1640 792 Stage 1 - - - - - - 827 827 - 810 810 - Stage 2 - - - - - - 822 818 - 832 830 - Critical Hdwy 4.14 - - 4.18 - - 7.12 6.52 6.22 7.15 6.55 6.25 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.15 5.55 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.15 5.55 - Follow-up Hdwy 2.236 - - 2.272 - - 3.518 4.018 3.318 3.545 4.045 3.345 Pot Cap-1 Maneuver 814 - - 790 - - 79 99 381 79 99 384 Stage 1 - - - - - - 366 386 - 369 389 - Stage 2 - - - - - - 368 390 - 359 381 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 814 - - 790 - - 70 95 381 70 95 384 Mov Cap-2 Maneuver - - - - - - 70 95 - 70 95 - Stage 1 - - - - - - 358 378 - 361 381 - Stage 2 - - - - - - 337 382 - 342 373 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.1 59.2 40.7 HCM LOS F E Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 83 814 - - 790 - - 138 HCM Lane V/C Ratio 0.205 0.012 - - 0.011 - - 0.275 HCM Control Delay (s) 59.2 9.5 0 - 9.6 0 - 40.7 HCM Lane LOS F A A - A A - E HCM 95th %tile Q(veh) 0.7 0 - - 0 - - 1.1 Lanes, Volumes, Timings 4: US 2 & Aviation Avenue 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 3 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 11 762 830 2 7 30 Future Volume (vph) 11 762 830 2 7 30 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 250 250 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1752 1845 1881 0 1752 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1752 1845 1881 0 1752 1568 Link Speed (mph) 30 30 30 Link Distance (ft) 963 673 785 Travel Time (s) 21.9 15.3 17.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 3% 1% 1% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 11 762 830 2 7 30 Shared Lane Traffic (%) Lane Group Flow (vph) 11 762 832 0 7 30 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 53.8% ICU Level of Service A Analysis Period (min) 15 HCM 6th TWSC 4: US 2 & Aviation Avenue 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 4 Intersection Int Delay, s/veh 0.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 11 762 830 2 7 30 Future Vol, veh/h 11 762 830 2 7 30 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 - - - 250 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 1 1 3 3 Mvmt Flow 11 762 830 2 7 30 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 832 0 - 0 1615 831 Stage 1 - - - - 831 - Stage 2 - - - - 784 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 796 - - - 114 368 Stage 1 - - - - 426 - Stage 2 - - - - 448 - Platoon blocked, % - - - Mov Cap-1 Maneuver 796 - - - 112 368 Mov Cap-2 Maneuver - - - - 112 - Stage 1 - - - - 420 - Stage 2 - - - - 448 - Approach EB WB SB HCM Control Delay, s 0.1 0 20.1 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 796 - - - 112 368 HCM Lane V/C Ratio 0.014 - - - 0.063 0.082 HCM Control Delay (s) 9.6 - - - 39.3 15.6 HCM Lane LOS A - - - E C HCM 95th %tile Q(veh) 0 - - - 0.2 0.3 Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 5 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 376 193 228 485 167 296 286 206 171 187 18 Future Volume (vph) 29 376 193 228 485 167 296 286 206 171 187 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 150 0 250 250 250 0 0 90 Storage Lanes 0 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.949 0.962 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3294 0 1671 3216 0 1656 1743 1482 1752 1845 1568 Flt Permitted 0.404 0.308 0.330 0.435 Satd. Flow (perm) 738 3294 0 542 3216 0 575 1743 1482 802 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 79 50 206 245 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1038 510 987 604 Travel Time (s) 23.6 11.6 22.4 13.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 29 376 193 228 485 167 296 286 206 171 187 18 Shared Lane Traffic (%) Lane Group Flow (vph) 29 569 0 228 652 0 296 286 206 171 187 18 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 4 Switch Phase Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 6 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 43.0 25.0 58.0 23.0 36.0 36.0 16.0 29.0 29.0 Total Split (%) 8.3% 35.8% 20.8% 48.3% 19.2% 30.0% 30.0% 13.3% 24.2% 24.2% Maximum Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 42.9 38.9 58.6 53.0 38.9 23.4 23.4 26.6 16.8 16.8 Actuated g/C Ratio 0.39 0.35 0.53 0.48 0.35 0.21 0.21 0.24 0.15 0.15 v/c Ratio 0.09 0.47 0.53 0.41 0.82 0.77 0.43 0.62 0.66 0.04 Control Delay 15.8 26.3 19.6 19.4 47.4 55.9 8.0 37.5 56.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 15.8 26.3 19.6 19.4 47.4 55.9 8.0 37.5 56.3 0.2 LOS B C B B D E A D E A Approach Delay 25.8 19.4 40.2 45.1 Approach LOS C B D D 90th %ile Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 90th %ile Term Code Max MaxR Max MaxR Max Max Max Max Max Max 70th %ile Green (s) 4.0 39.6 16.4 52.0 17.0 28.5 28.5 10.0 21.5 21.5 70th %ile Term Code Max Hold Gap MaxR Max Gap Gap Max Hold Hold 50th %ile Green (s) 4.0 42.2 13.8 52.0 17.0 24.6 24.6 10.0 17.6 17.6 50th %ile Term Code Max Hold Gap MaxR Max Gap Gap Max Hold Hold 30th %ile Green (s) 0.0 37.0 11.6 54.6 17.0 20.6 20.6 10.0 13.6 13.6 30th %ile Term Code Skip MaxR Gap Hold Max Hold Hold Max Gap Gap 10th %ile Green (s) 0.0 37.2 8.8 52.0 13.4 14.8 14.8 8.6 10.0 10.0 10th %ile Term Code Skip Hold Gap MaxR Gap Hold Hold Gap Gap Gap Queue Length 50th (ft) 10 142 86 154 170 200 0 90 132 0 Queue Length 95th (ft) 26 222 147 222 #287 297 60 144 208 0 Internal Link Dist (ft) 958 430 907 524 Turn Bay Length (ft) 150 250 250 90 Base Capacity (vph) 324 1215 485 1577 373 479 557 283 389 524 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.09 0.47 0.47 0.41 0.79 0.60 0.37 0.60 0.48 0.03 Intersection Summary Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 7 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 109.9 Natural Cycle: 60 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.82 Intersection Signal Delay: 30.7 Intersection LOS: C Intersection Capacity Utilization 75.4% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 118.5 50th %ile Actuated Cycle: 114.6 30th %ile Actuated Cycle: 103.2 10th %ile Actuated Cycle: 93.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Kennedy Drive/Airport Drive & US 2 HCM 6th Signalized Intersection Summary 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 376 193 228 485 167 296 286 206 171 187 18 Future Volume (veh/h) 29 376 193 228 485 167 296 286 206 171 187 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1781 1781 1781 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 29 376 193 228 485 167 296 286 206 171 187 18 Peak Hour 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 Percent Heavy Veh, % 4 4 4 8 8 8 9 9 9 3 3 3 Cap, veh/h 370 899 455 454 1178 403 361 338 287 259 236 200 Arrive On Green 0.02 0.40 0.40 0.10 0.48 0.48 0.16 0.19 0.19 0.09 0.13 0.13 Sat Flow, veh/h 1753 2248 1137 1697 2475 847 1682 1767 1497 1767 1856 1572 Grp Volume(v), veh/h 29 291 278 228 331 321 296 286 206 171 187 18 Grp Sat Flow(s),veh/h/ln 1753 1749 1636 1697 1692 1629 1682 1767 1497 1767 1856 1572 Q Serve(g_s), s 1.1 13.1 13.4 8.2 13.9 14.1 16.3 17.1 14.1 9.1 10.7 1.1 Cycle Q Clear(g_c), s 1.1 13.1 13.4 8.2 13.9 14.1 16.3 17.1 14.1 9.1 10.7 1.1 Prop In Lane 1.00 0.69 1.00 0.52 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 370 700 655 454 805 775 361 338 287 259 236 200 V/C Ratio(X) 0.08 0.42 0.42 0.50 0.41 0.41 0.82 0.85 0.72 0.66 0.79 0.09 Avail Cap(c_a), veh/h 397 700 655 584 805 775 361 485 411 259 391 331 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 18.7 23.6 23.7 16.3 18.6 18.7 33.3 42.6 41.4 37.5 46.3 42.1 Incr Delay (d2), s/veh 0.1 1.8 2.0 0.9 1.5 1.6 14.0 9.2 3.4 6.0 5.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 5.7 5.5 3.2 5.7 5.6 8.0 8.3 5.4 4.4 5.3 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 18.8 25.4 25.7 17.2 20.2 20.3 47.4 51.8 44.8 43.5 52.1 42.3 LnGrp LOS B C C B C C D D D D D D Approach Vol, veh/h 598 880 788 376 Approach Delay, s/veh 25.2 19.5 48.3 47.7 Approach LOS C B D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.6 49.7 23.0 19.9 8.3 58.0 16.0 26.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 37.0 17.0 23.0 4.0 52.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 10.2 15.4 18.3 12.7 3.1 16.1 11.1 19.1 Green Ext Time (p_c), s 0.4 3.6 0.0 0.7 0.0 4.7 0.0 1.9 Intersection Summary HCM 6th Ctrl Delay 33.4 HCM 6th LOS C Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 9 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 134 551 549 61 120 534 Future Volume (vph) 134 551 549 61 120 534 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 2 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.986 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3433 1863 1837 0 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3433 1863 1837 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 9 196 Link Speed (mph) 30 30 30 Link Distance (ft) 528 597 249 Travel Time (s) 12.0 13.6 5.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 134 551 549 61 120 534 Shared Lane Traffic (%) Lane Group Flow (vph) 134 551 610 0 120 534 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Detector Phase 7 4 8 6 7 Switch Phase Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 10 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 9.5 Total Split (s) 18.0 56.0 38.0 24.0 18.0 Total Split (%) 22.5% 70.0% 47.5% 30.0% 22.5% Maximum Green (s) 13.5 51.5 33.5 19.5 13.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 8.8 40.5 27.0 19.8 33.2 Actuated g/C Ratio 0.13 0.58 0.39 0.29 0.48 v/c Ratio 0.31 0.51 0.85 0.24 0.62 Control Delay 30.7 10.0 31.6 23.6 12.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 30.7 10.0 31.6 23.6 12.8 LOS C B C C B Approach Delay 14.1 31.6 14.8 Approach LOS B C B 90th %ile Green (s) 13.5 51.5 33.5 19.5 13.5 90th %ile Term Code Max Hold Max MaxR Max 70th %ile Green (s) 10.2 48.2 33.5 19.5 10.2 70th %ile Term Code Gap Hold Max MaxR Gap 50th %ile Green (s) 8.2 41.4 28.7 19.5 8.2 50th %ile Term Code Gap Hold Gap MaxR Gap 30th %ile Green (s) 7.2 35.7 24.0 19.5 7.2 30th %ile Term Code Gap Hold Gap MaxR Gap 10th %ile Green (s) 6.0 27.9 17.4 19.5 6.0 10th %ile Term Code Gap Hold Gap MaxR Gap Queue Length 50th (ft) 27 122 220 40 100 Queue Length 95th (ft) 55 188 #428 94 222 Internal Link Dist (ft) 448 517 169 Turn Bay Length (ft) Base Capacity (vph) 678 1403 904 504 957 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.20 0.39 0.67 0.24 0.56 Intersection Summary Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 11 Area Type: Other Cycle Length: 80 Actuated Cycle Length: 69.4 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.85 Intersection Signal Delay: 19.8 Intersection LOS: B Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 80 70th %ile Actuated Cycle: 76.7 50th %ile Actuated Cycle: 69.9 30th %ile Actuated Cycle: 64.2 10th %ile Actuated Cycle: 56.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Williston Rd & Industrial Ave HCM 6th Signalized Intersection Summary 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 12 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 134 551 549 61 120 534 Future Volume (veh/h) 134 551 549 61 120 534 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 134 551 549 61 120 534 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 252 1004 646 72 564 618 Arrive On Green 0.07 0.54 0.39 0.39 0.32 0.32 Sat Flow, veh/h 3456 1870 1654 184 1781 1585 Grp Volume(v), veh/h 134 551 0 610 120 534 Grp Sat Flow(s),veh/h/ln 1728 1870 0 1837 1781 1585 Q Serve(g_s), s 2.3 11.9 0.0 18.6 3.0 19.1 Cycle Q Clear(g_c), s 2.3 11.9 0.0 18.6 3.0 19.1 Prop In Lane 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 252 1004 0 718 564 618 V/C Ratio(X) 0.53 0.55 0.00 0.85 0.21 0.86 Avail Cap(c_a), veh/h 758 1565 0 1000 564 618 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.5 9.4 0.0 17.1 15.4 17.3 Incr Delay (d2), s/veh 1.7 0.5 0.0 5.1 0.9 14.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 4.0 0.0 7.9 1.3 2.6 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 29.2 9.8 0.0 22.2 16.3 32.2 LnGrp LOS C A A C B C Approach Vol, veh/h 685 610 654 Approach Delay, s/veh 13.6 22.2 29.2 Approach LOS B C C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 37.5 24.0 9.0 28.5 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 51.5 19.5 13.5 33.5 Max Q Clear Time (g_c+I1), s 13.9 21.1 4.3 20.6 Green Ext Time (p_c), s 4.1 0.0 0.2 3.4 Intersection Summary HCM 6th Ctrl Delay 21.6 HCM 6th LOS C Lanes, Volumes, Timings 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 13 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 11 741 12 34 824 11 17 1 127 8 0 11 Future Volume (vph) 11 741 12 34 824 11 17 1 127 8 0 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 11 12 10 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 320 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.998 0.882 0.922 Flt Protected 0.950 0.950 0.994 0.979 Satd. Flow (prot) 1770 1735 0 1711 1859 0 0 1633 0 0 1681 0 Flt Permitted 0.950 0.950 0.994 0.979 Satd. Flow (perm) 1770 1735 0 1711 1859 0 0 1633 0 0 1681 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 237 301 312 Travel Time (s) 12.6 5.4 6.8 7.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 11 741 12 34 824 11 17 1 127 8 0 11 Shared Lane Traffic (%) Lane Group Flow (vph) 11 753 0 34 835 0 0 145 0 0 19 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.09 1.04 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 59.8% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 14 Intersection Int Delay, s/veh 3.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 11 741 12 34 824 11 17 1 127 8 0 11 Future Vol, veh/h 11 741 12 34 824 11 17 1 127 8 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 320 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 11 741 12 34 824 11 17 1 127 8 0 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 835 0 0 753 0 0 1672 1672 747 1731 1673 830 Stage 1 - - - - - - 769 769 - 898 898 - Stage 2 - - - - - - 903 903 - 833 775 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 798 - - 857 - - 76 96 413 69 96 370 Stage 1 - - - - - - 394 411 - 334 358 - Stage 2 - - - - - - 332 356 - 363 408 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 798 - - 857 - - 71 91 413 45 91 370 Mov Cap-2 Maneuver - - - - - - 71 91 - 45 91 - Stage 1 - - - - - - 388 405 - 329 344 - Stage 2 - - - - - - 309 342 - 247 402 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 35 54 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 260 798 - - 857 - - 92 HCM Lane V/C Ratio 0.558 0.014 - - 0.04 - - 0.207 HCM Control Delay (s) 35 9.6 - - 9.4 - - 54 HCM Lane LOS E A - - A - - F HCM 95th %tile Q(veh) 3.1 0 - - 0.1 - - 0.7 Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 15 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 489 149 94 716 85 242 248 67 101 230 11 Future Volume (vph) 3 489 149 94 716 85 242 248 67 101 230 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 600 0 200 0 0 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.965 0.986 0.968 0.993 Flt Protected 0.995 0.950 0.950 Satd. Flow (prot) 0 3415 0 0 3472 0 1770 1803 0 1770 1850 0 Flt Permitted 0.952 0.774 0.494 0.472 Satd. Flow (perm) 0 3251 0 0 2701 0 920 1803 0 879 1850 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 72 20 19 3 Link Speed (mph) 30 30 30 30 Link Distance (ft) 252 1419 510 332 Travel Time (s) 5.7 32.3 11.6 7.5 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 3 489 149 94 716 85 242 248 67 101 230 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 641 0 0 895 0 242 315 0 101 241 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 16 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 35.0 35.0 35.0 11.0 24.0 11.0 24.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 15.7% 34.3% 15.7% 34.3% Maximum Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 26.4 26.4 27.2 22.1 25.9 19.6 Actuated g/C Ratio 0.40 0.40 0.41 0.33 0.39 0.30 v/c Ratio 0.48 0.82 0.52 0.51 0.23 0.44 Control Delay 14.0 24.4 17.9 22.7 13.2 22.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.0 24.4 17.9 22.7 13.2 22.8 LOS B C B C B C Approach Delay 14.0 24.4 20.6 19.9 Approach LOS B C C B 90th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 90th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 70th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 70th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 50th %ile Green (s) 29.2 29.2 29.2 29.2 6.5 19.5 6.5 19.5 50th %ile Term Code Hold Hold Gap Gap Max MaxR Max MaxR 30th %ile Green (s) 24.6 24.6 24.6 24.6 6.5 19.5 6.5 19.5 30th %ile Term Code Hold Hold Gap Gap Max MaxR Max MaxR 10th %ile Green (s) 18.2 18.2 18.2 18.2 6.5 30.5 0.0 19.5 10th %ile Term Code Hold Hold Gap Gap Max Hold Skip MaxR Queue Length 50th (ft) 84 159 63 107 24 82 Queue Length 95th (ft) 126 231 114 189 52 148 Internal Link Dist (ft) 172 1339 430 252 Turn Bay Length (ft) 200 Base Capacity (vph) 1547 1264 462 616 435 550 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 0.41 0.71 0.52 0.51 0.23 0.44 Intersection Summary Lanes, Volumes, Timings 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 17 Area Type: Other Cycle Length: 70 Actuated Cycle Length: 66.1 Natural Cycle: 60 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.82 Intersection Signal Delay: 20.2 Intersection LOS: C Intersection Capacity Utilization 84.8% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 70 70th %ile Actuated Cycle: 70 50th %ile Actuated Cycle: 68.7 30th %ile Actuated Cycle: 64.1 10th %ile Actuated Cycle: 57.7 Splits and Phases: 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd HCM 6th Signalized Intersection Summary 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 489 149 94 716 85 242 248 67 101 230 11 Future Volume (veh/h) 3 489 149 94 716 85 242 248 67 101 230 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 489 149 94 716 85 242 248 67 101 230 11 Peak Hour 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 56 1050 316 148 978 122 504 470 127 425 525 25 Arrive On Green 0.40 0.40 0.40 0.40 0.40 0.40 0.10 0.33 0.33 0.06 0.30 0.30 Sat Flow, veh/h 3 2630 792 203 2448 305 1781 1418 383 1781 1770 85 Grp Volume(v), veh/h 348 0 293 436 0 459 242 0 315 101 0 241 Grp Sat Flow(s),veh/h/ln 1865 0 1559 1309 0 1647 1781 0 1801 1781 0 1855 Q Serve(g_s), s 0.0 0.0 9.1 11.5 0.0 15.3 6.3 0.0 9.3 2.5 0.0 6.9 Cycle Q Clear(g_c), s 9.0 0.0 9.1 20.6 0.0 15.3 6.3 0.0 9.3 2.5 0.0 6.9 Prop In Lane 0.01 0.51 0.22 0.19 1.00 0.21 1.00 0.05 Lane Grp Cap(c), veh/h 800 0 623 589 0 658 504 0 597 425 0 550 V/C Ratio(X) 0.43 0.00 0.47 0.74 0.00 0.70 0.48 0.00 0.53 0.24 0.00 0.44 Avail Cap(c_a), veh/h 919 0 723 682 0 764 504 0 597 487 0 550 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.6 0.0 14.6 18.1 0.0 16.4 14.4 0.0 17.8 14.7 0.0 18.7 Incr Delay (d2), s/veh 0.4 0.0 0.6 3.7 0.0 2.3 0.7 0.0 3.3 0.3 0.0 2.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 0.0 3.0 6.1 0.0 5.6 2.4 0.0 4.1 1.0 0.0 3.1 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.9 0.0 15.2 21.7 0.0 18.8 15.1 0.0 21.1 15.0 0.0 21.2 LnGrp LOS B A B C A B B A C B A C Approach Vol, veh/h 641 895 557 342 Approach Delay, s/veh 15.0 20.2 18.5 19.4 Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.7 26.3 30.8 11.0 24.0 30.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 19.5 30.5 6.5 19.5 30.5 Max Q Clear Time (g_c+I1), s 4.5 11.3 11.1 8.3 8.9 22.6 Green Ext Time (p_c), s 0.0 1.1 4.0 0.0 0.9 3.7 Intersection Summary HCM 6th Ctrl Delay 18.3 HCM 6th LOS B Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 3 51 490 16 329 19 392 266 221 384 17 Future Volume (vph) 18 3 51 490 16 329 19 392 266 221 384 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 130 0 500 0 Storage Lanes 0 0 1 0 1 1 2 0 Taper Length (ft) 25 25 25 25 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 0.95 Ped Bike Factor Frt 0.904 0.857 0.850 0.994 Flt Protected 0.988 0.950 0.950 0.950 Satd. Flow (prot) 0 1664 0 1770 1596 0 1770 3539 1583 1770 3518 0 Flt Permitted 0.889 0.710 0.950 0.950 Satd. Flow (perm) 0 1497 0 1323 1596 0 1770 3539 1583 1770 3518 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 51 329 266 4 Link Speed (mph) 30 30 30 30 Link Distance (ft) 113 232 293 987 Travel Time (s) 2.6 5.3 6.7 22.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 18 3 51 490 16 329 19 392 266 221 384 17 Shared Lane Traffic (%) Lane Group Flow (vph) 0 72 0 490 345 0 19 392 266 221 401 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Detector Phase 8 8 4 4 1 6 2 5 2 Switch Phase Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 10.0 22.0 10.0 22.0 Total Split (s) 63.0 63.0 63.0 63.0 12.0 20.0 39.0 31.0 39.0 Total Split (%) 55.3% 55.3% 55.3% 55.3% 10.5% 17.5% 34.2% 27.2% 34.2% Maximum Green (s) 57.0 57.0 57.0 57.0 6.0 14.0 33.0 25.0 33.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 42.3 42.3 42.3 6.1 23.0 34.3 17.4 34.3 Actuated g/C Ratio 0.42 0.42 0.42 0.06 0.23 0.34 0.17 0.34 v/c Ratio 0.11 0.88 0.40 0.18 0.49 0.37 0.72 0.34 Control Delay 7.3 45.5 3.8 54.6 40.2 5.2 54.7 27.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.3 45.5 3.8 54.6 40.2 5.2 54.7 27.4 LOS A D A D D A D C Approach Delay 7.3 28.2 26.9 37.1 Approach LOS A C C D 90th %ile Green (s) 57.0 57.0 57.0 57.0 6.0 18.0 37.0 25.0 37.0 90th %ile Term Code Hold Hold Max Max MaxR Ped Hold Max Hold 70th %ile Green (s) 52.9 52.9 52.9 52.9 6.0 18.0 33.5 21.5 33.5 70th %ile Term Code Hold Hold Gap Gap MaxR Ped Hold Gap Hold 50th %ile Green (s) 43.5 43.5 43.5 43.5 6.0 21.5 33.0 17.5 33.0 50th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR 30th %ile Green (s) 35.6 35.6 35.6 35.6 6.0 24.7 33.0 14.3 33.0 30th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR 10th %ile Green (s) 26.3 26.3 26.3 26.3 6.0 28.4 33.0 10.6 33.0 10th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR Queue Length 50th (ft) 8 276 6 12 117 0 135 100 Queue Length 95th (ft) 34 449 56 40 207 60 236 167 Internal Link Dist (ft) 33 152 213 907 Turn Bay Length (ft) 130 500 Base Capacity (vph) 880 758 1055 106 804 713 445 1197 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 0.08 0.65 0.33 0.18 0.49 0.37 0.50 0.34 Intersection Summary Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 21 Area Type: Other Cycle Length: 114 Actuated Cycle Length: 101 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.88 Intersection Signal Delay: 29.6 Intersection LOS: C Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 90th %ile Actuated Cycle: 118 70th %ile Actuated Cycle: 110.4 50th %ile Actuated Cycle: 100.5 30th %ile Actuated Cycle: 92.6 10th %ile Actuated Cycle: 83.3 Splits and Phases: 9: Kimball Ave & Kennedy Drive HCM 6th Signalized Intersection Summary 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 22 HCM 6th Edition methodology does not support custom phasing. HCM Signalized Intersection Capacity Analysis 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 376 193 228 485 167 296 286 206 171 187 18 Future Volume (vph) 29 376 193 228 485 167 296 286 206 171 187 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3295 1671 3214 1656 1743 1482 1752 1845 1568 Flt Permitted 0.40 1.00 0.31 1.00 0.33 1.00 1.00 0.44 1.00 1.00 Satd. Flow (perm) 738 3295 541 3214 576 1743 1482 803 1845 1568 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 29 376 193 228 485 167 296 286 206 171 187 18 RTOR Reduction (vph) 0 50 0 0 26 0 0 0 163 0 0 15 Lane Group Flow (vph) 29 519 0 228 626 0 296 286 43 171 187 3 Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Actuated Green, G (s) 43.7 41.5 61.2 53.0 39.2 23.4 23.4 26.7 16.9 16.9 Effective Green, g (s) 43.7 41.5 61.2 53.0 39.2 23.4 23.4 26.7 16.9 16.9 Actuated g/C Ratio 0.39 0.37 0.54 0.47 0.35 0.21 0.21 0.24 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 306 1216 432 1515 357 362 308 273 277 235 v/s Ratio Prot 0.00 0.16 c0.06 0.19 c0.12 0.16 0.05 0.10 v/s Ratio Perm 0.03 c0.22 c0.17 0.03 0.09 0.00 v/c Ratio 0.09 0.43 0.53 0.41 0.83 0.79 0.14 0.63 0.68 0.01 Uniform Delay, d1 21.4 26.5 14.8 19.5 29.8 42.2 36.3 36.3 45.2 40.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 1.1 1.2 0.8 14.6 11.1 0.2 4.4 6.4 0.0 Delay (s) 21.5 27.6 15.9 20.3 44.4 53.3 36.5 40.7 51.5 40.7 Level of Service C C B C D D D D D D Approach Delay (s) 27.3 19.2 45.6 46.1 Approach LOS C B D D Intersection Summary HCM 2000 Control Delay 32.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length (s) 112.4 Sum of lost time (s) 24.0 Intersection Capacity Utilization 75.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: Williston Rd & Industrial Ave 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 134 551 549 61 120 534 Future Volume (vph) 134 551 549 61 120 534 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1863 1838 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 1863 1838 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 134 551 549 61 120 534 RTOR Reduction (vph) 0 0 5 0 0 115 Lane Group Flow (vph) 134 551 605 0 120 419 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Actuated Green, G (s) 8.9 40.5 27.1 19.8 28.7 Effective Green, g (s) 8.9 40.5 27.1 19.8 28.7 Actuated g/C Ratio 0.13 0.58 0.39 0.29 0.41 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 440 1088 718 505 758 v/s Ratio Prot 0.04 0.30 c0.33 0.07 c0.07 v/s Ratio Perm 0.19 v/c Ratio 0.30 0.51 0.84 0.24 0.55 Uniform Delay, d1 27.4 8.5 19.2 19.0 15.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.4 8.8 1.1 0.9 Delay (s) 27.8 8.9 28.0 20.1 16.3 Level of Service C A C C B Approach Delay (s) 12.6 28.0 17.0 Approach LOS B C B Intersection Summary HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 69.3 Sum of lost time (s) 13.5 Intersection Capacity Utilization 73.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd/Rte 116/Patchen Rd/Rte 116 & Williston Rd 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 489 149 94 716 85 242 248 67 101 230 11 Future Volume (vph) 3 489 149 94 716 85 242 248 67 101 230 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 0.97 1.00 0.99 Flt Protected 1.00 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3415 3471 1770 1803 1770 1850 Flt Permitted 0.95 0.77 0.49 1.00 0.47 1.00 Satd. Flow (perm) 3251 2701 920 1803 879 1850 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 3 489 149 94 716 85 242 248 67 101 230 11 RTOR Reduction (vph) 0 44 0 0 12 0 0 13 0 0 2 0 Lane Group Flow (vph) 0 597 0 0 883 0 242 302 0 101 239 0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 26.4 26.4 28.6 22.1 25.6 20.6 Effective Green, g (s) 26.4 26.4 28.6 22.1 25.6 20.6 Actuated g/C Ratio 0.39 0.39 0.43 0.33 0.38 0.31 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1280 1064 475 594 402 568 v/s Ratio Prot c0.05 0.17 0.02 0.13 v/s Ratio Perm 0.18 c0.33 c0.17 0.08 v/c Ratio 0.47 0.83 0.51 0.51 0.25 0.42 Uniform Delay, d1 15.1 18.3 12.9 18.1 13.7 18.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 5.5 0.9 3.1 0.3 2.3 Delay (s) 15.3 23.8 13.8 21.2 14.0 20.7 Level of Service B C B C B C Approach Delay (s) 15.3 23.8 18.0 18.7 Approach LOS B C B B Intersection Summary HCM 2000 Control Delay 19.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 67.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 84.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 No Build PM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 18 3 51 490 16 329 19 392 266 221 384 17 Future Volume (vph) 18 3 51 490 16 329 19 392 266 221 384 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.90 1.00 0.86 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1664 1770 1596 1770 3539 1583 1770 3517 Flt Permitted 0.89 0.71 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1497 1323 1596 1770 3539 1583 1770 3517 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 18 3 51 490 16 329 19 392 266 221 384 17 RTOR Reduction (vph) 0 30 0 0 191 0 0 0 175 0 3 0 Lane Group Flow (vph) 0 42 0 490 154 0 19 392 91 221 398 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Actuated Green, G (s) 42.3 42.3 42.3 6.1 23.0 34.3 17.4 34.3 Effective Green, g (s) 42.3 42.3 42.3 6.1 23.0 34.3 17.4 34.3 Actuated g/C Ratio 0.42 0.42 0.42 0.06 0.23 0.34 0.17 0.34 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 628 555 670 107 808 539 305 1197 v/s Ratio Prot 0.10 0.01 c0.11 c0.12 0.11 v/s Ratio Perm 0.03 c0.37 0.06 v/c Ratio 0.07 0.88 0.23 0.18 0.49 0.17 0.72 0.33 Uniform Delay, d1 17.4 26.9 18.7 44.9 33.7 23.2 39.4 24.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 15.3 0.2 3.6 2.1 0.7 8.3 0.7 Delay (s) 17.5 42.2 18.9 48.5 35.8 23.9 47.7 25.4 Level of Service B D B D D C D C Approach Delay (s) 17.5 32.6 31.5 33.3 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 32.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.74 Actuated Cycle Length (s) 100.7 Sum of lost time (s) 18.0 Intersection Capacity Utilization 71.9% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 1 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 142 806 794 58 94 270 Future Volume (vph) 142 806 794 58 94 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 15% 0% 0% Storage Length (ft) 200 0 0 100 Storage Lanes 1 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.991 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1637 1723 1846 0 1770 1583 Flt Permitted 0.111 0.950 Satd. Flow (perm) 191 1723 1846 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 6 127 Link Speed (mph) 30 30 30 Link Distance (ft) 344 412 247 Travel Time (s) 7.8 9.4 5.6 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 142 806 794 58 94 270 Shared Lane Traffic (%) Lane Group Flow (vph) 142 806 852 0 94 270 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.11 1.11 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Right Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type pm+pt NA NA Prot pt+ov Protected Phases 7 4 8 6 6 7 Permitted Phases 4 Detector Phase 7 4 8 6 6 7 Switch Phase Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 2 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 Minimum Split (s) 11.0 24.0 24.0 24.0 Total Split (s) 11.0 56.0 45.0 24.0 Total Split (%) 13.8% 70.0% 56.3% 30.0% Maximum Green (s) 5.0 50.0 39.0 18.0 Yellow Time (s) 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead-Lag Optimize? Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 Recall Mode None Max Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 50.2 50.2 39.1 11.2 22.2 Actuated g/C Ratio 0.68 0.68 0.53 0.15 0.30 v/c Ratio 0.62 0.68 0.86 0.35 0.48 Control Delay 20.4 11.8 27.4 30.9 13.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 20.4 11.8 27.4 30.9 13.5 LOS C B C C B Approach Delay 13.1 27.4 18.0 Approach LOS B C B 90th %ile Green (s) 5.0 50.0 39.0 17.8 90th %ile Term Code Max MaxR MaxR Gap 70th %ile Green (s) 5.0 50.0 39.0 13.6 70th %ile Term Code Max MaxR MaxR Gap 50th %ile Green (s) 5.0 50.0 39.0 11.0 50th %ile Term Code Max MaxR MaxR Gap 30th %ile Green (s) 5.0 50.0 39.0 8.6 30th %ile Term Code Max MaxR MaxR Gap 10th %ile Green (s) 5.0 50.0 39.0 5.9 10th %ile Term Code Max MaxR MaxR Gap Queue Length 50th (ft) 18 179 305 39 49 Queue Length 95th (ft) #67 402 #640 78 111 Internal Link Dist (ft) 264 332 167 Turn Bay Length (ft) 200 100 Base Capacity (vph) 229 1177 987 435 545 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.62 0.68 0.86 0.22 0.50 Intersection Summary Lanes, Volumes, Timings 1: Williston Rd & Driveway 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 3 Area Type: Other Cycle Length: 80 Actuated Cycle Length: 73.4 Natural Cycle: 80 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.86 Intersection Signal Delay: 19.5 Intersection LOS: B Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 79.8 70th %ile Actuated Cycle: 75.6 50th %ile Actuated Cycle: 73 30th %ile Actuated Cycle: 70.6 10th %ile Actuated Cycle: 67.9 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 1: Williston Rd & Driveway HCM 6th Signalized Intersection Summary 1: Williston Rd & Driveway 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 142 806 794 58 94 270 Future Volume (veh/h) 142 806 794 58 94 270 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 545 545 1870 1870 1870 1870 Adj Flow Rate, veh/h 142 806 794 58 94 270 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 146 358 881 64 332 400 Arrive On Green 0.07 0.66 0.51 0.51 0.19 0.19 Sat Flow, veh/h 519 545 1722 126 1781 1585 Grp Volume(v), veh/h 142 806 0 852 94 270 Grp Sat Flow(s),veh/h/ln 519 545 0 1848 1781 1585 Q Serve(g_s), s 5.0 50.0 0.0 31.8 3.5 11.7 Cycle Q Clear(g_c), s 5.0 50.0 0.0 31.8 3.5 11.7 Prop In Lane 1.00 0.07 1.00 1.00 Lane Grp Cap(c), veh/h 146 358 0 946 332 400 V/C Ratio(X) 0.97 2.25 0.00 0.90 0.28 0.68 Avail Cap(c_a), veh/h 146 358 0 946 421 478 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.2 13.1 0.0 16.9 26.6 25.7 Incr Delay (d2), s/veh 65.4 573.0 0.0 13.3 0.5 2.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.5 61.5 0.0 15.3 1.5 0.3 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 92.6 586.2 0.0 30.2 27.1 28.6 LnGrp LOS F F A C C C Approach Vol, veh/h 948 852 364 Approach Delay, s/veh 512.2 30.2 28.2 Approach LOS F C C Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 56.0 20.2 11.0 45.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 50.0 18.0 5.0 39.0 Max Q Clear Time (g_c+I1), s 52.0 13.7 7.0 33.8 Green Ext Time (p_c), s 0.0 0.5 0.0 2.7 Intersection Summary HCM 6th Ctrl Delay 241.0 HCM 6th LOS F Lanes, Volumes, Timings 2: Shunpike Rd & US 2/Williston Rd 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 5 Lane Group EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 938 7 12 1052 7 10 Future Volume (vph) 938 7 12 1052 7 10 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 0 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.921 Flt Protected 0.999 0.980 Satd. Flow (prot) 1825 0 0 1758 1681 0 Flt Permitted 0.999 0.980 Satd. Flow (perm) 1825 0 0 1758 1681 0 Link Speed (mph) 30 30 30 Link Distance (ft) 1317 344 842 Travel Time (s) 29.9 7.8 19.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 8% 8% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 938 7 12 1052 7 10 Shared Lane Traffic (%) Lane Group Flow (vph) 945 0 0 1064 17 0 Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 9 15 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 74.9% ICU Level of Service D Analysis Period (min) 15 HCM 6th TWSC 2: Shunpike Rd & US 2/Williston Rd 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 6 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 938 7 12 1052 7 10 Future Vol, veh/h 938 7 12 1052 7 10 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 4 4 8 8 2 2 Mvmt Flow 938 7 12 1052 7 10 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 945 0 2018 942 Stage 1 - - - - 942 - Stage 2 - - - - 1076 - Critical Hdwy - - 4.18 - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy - - 2.272 - 3.518 3.318 Pot Cap-1 Maneuver - - 702 - 64 319 Stage 1 - - - - 379 - Stage 2 - - - - 327 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 702 - 61 319 Mov Cap-2 Maneuver - - - - 61 - Stage 1 - - - - 379 - Stage 2 - - - - 314 - Approach EB WB NB HCM Control Delay, s 0 0.1 41.3 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 116 - - 702 - HCM Lane V/C Ratio 0.147 - - 0.017 - HCM Control Delay (s) 41.3 - - 10.2 0 HCM Lane LOS E - - B A HCM 95th %tile Q(veh) 0.5 - - 0.1 - Lanes, Volumes, Timings 4: US 2 & Aviation Avenue 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 7 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 18 884 1075 4 10 42 Future Volume (vph) 18 884 1075 4 10 42 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 250 250 Storage Lanes 1 0 1 0 Taper Length (ft) 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.999 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 1752 1845 1879 0 1752 1568 Flt Permitted 0.950 0.950 Satd. Flow (perm) 1752 1845 1879 0 1752 1568 Link Speed (mph) 30 30 30 Link Distance (ft) 963 673 785 Travel Time (s) 21.9 15.3 17.8 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 3% 3% 1% 1% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 18 884 1075 4 10 42 Shared Lane Traffic (%) Lane Group Flow (vph) 18 884 1079 0 10 42 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 12 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Sign Control Free Free Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 66.8% ICU Level of Service C Analysis Period (min) 15 HCM 6th TWSC 4: US 2 & Aviation Avenue 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 8 Intersection Int Delay, s/veh 0.9 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 18 884 1075 4 10 42 Future Vol, veh/h 18 884 1075 4 10 42 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 0 - - - 250 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 100 100 100 100 100 100 Heavy Vehicles, % 3 3 1 1 3 3 Mvmt Flow 18 884 1075 4 10 42 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 1079 0 - 0 1997 1077 Stage 1 - - - - 1077 - Stage 2 - - - - 920 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 643 - - - 66 265 Stage 1 - - - - 326 - Stage 2 - - - - 387 - Platoon blocked, % - - - Mov Cap-1 Maneuver 643 - - - 64 265 Mov Cap-2 Maneuver - - - - 64 - Stage 1 - - - - 317 - Stage 2 - - - - 387 - Approach EB WB SB HCM Control Delay, s 0.2 0 30.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 SBLn2 Capacity (veh/h) 643 - - - 64 265 HCM Lane V/C Ratio 0.028 - - - 0.156 0.158 HCM Control Delay (s) 10.8 - - - 71.4 21.1 HCM Lane LOS B - - - F C HCM 95th %tile Q(veh) 0.1 - - - 0.5 0.6 Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 9 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 441 193 295 626 216 296 286 241 201 187 18 Future Volume (vph) 29 441 193 295 626 216 296 286 241 201 187 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 150 0 250 250 250 0 0 90 Storage Lanes 0 0 1 0 1 1 1 1 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.954 0.962 0.850 0.850 Flt Protected 0.950 0.950 0.950 0.950 Satd. Flow (prot) 1736 3311 0 1671 3216 0 1656 1743 1482 1752 1845 1568 Flt Permitted 0.335 0.263 0.330 0.423 Satd. Flow (perm) 612 3311 0 463 3216 0 575 1743 1482 780 1845 1568 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 59 50 241 245 Link Speed (mph) 30 30 30 30 Link Distance (ft) 1038 510 987 604 Travel Time (s) 23.6 11.6 22.4 13.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 29 441 193 295 626 216 296 286 241 201 187 18 Shared Lane Traffic (%) Lane Group Flow (vph) 29 634 0 295 842 0 296 286 241 201 187 18 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 24 24 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 1 Detector Template Left Thru Left Thru Left Thru Right Left Thru Right Leading Detector (ft) 20 100 20 100 20 100 20 20 100 20 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Detector Phase 5 2 1 6 3 8 8 7 4 4 Switch Phase Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 10 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 22.0 10.0 22.0 10.0 10.0 10.0 10.0 10.0 10.0 Total Split (s) 10.0 43.0 25.0 58.0 23.0 36.0 36.0 16.0 29.0 29.0 Total Split (%) 8.3% 35.8% 20.8% 48.3% 19.2% 30.0% 30.0% 13.3% 24.2% 24.2% Maximum Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 Yellow Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time (s) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None Max None Max None None None None None None Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) 41.7 37.7 59.4 53.8 38.9 23.4 23.4 27.0 17.0 17.0 Actuated g/C Ratio 0.38 0.34 0.54 0.49 0.35 0.21 0.21 0.24 0.15 0.15 v/c Ratio 0.11 0.55 0.70 0.53 0.82 0.78 0.48 0.73 0.66 0.04 Control Delay 16.3 30.1 25.1 21.6 48.3 56.9 8.0 45.0 56.5 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 16.3 30.1 25.1 21.6 48.3 56.9 8.0 45.0 56.5 0.2 LOS B C C C D E A D E A Approach Delay 29.5 22.5 39.5 48.3 Approach LOS C C D D 90th %ile Green (s) 4.0 37.0 19.0 52.0 17.0 30.0 30.0 10.0 23.0 23.0 90th %ile Term Code Max MaxR Max MaxR Max Max Max Max Max Max 70th %ile Green (s) 4.0 37.0 19.0 52.0 17.0 28.5 28.5 10.0 21.5 21.5 70th %ile Term Code Max MaxR Max MaxR Max Gap Gap Max Hold Hold 50th %ile Green (s) 4.0 39.1 16.9 52.0 17.0 24.6 24.6 10.0 17.6 17.6 50th %ile Term Code Max Hold Gap MaxR Max Gap Gap Max Hold Hold 30th %ile Green (s) 0.0 37.0 14.1 57.1 17.0 20.8 20.8 10.0 13.8 13.8 30th %ile Term Code Skip MaxR Gap Hold Max Hold Hold Max Gap Gap 10th %ile Green (s) 0.0 37.0 10.6 53.6 13.6 14.5 14.5 9.6 10.5 10.5 10th %ile Term Code Skip MaxR Gap Hold Gap Gap Gap Gap Hold Hold Queue Length 50th (ft) 10 178 116 220 170 200 0 107 132 0 Queue Length 95th (ft) 26 261 193 307 #287 297 64 #169 208 0 Internal Link Dist (ft) 958 430 907 524 Turn Bay Length (ft) 150 250 250 90 Base Capacity (vph) 270 1163 456 1585 371 474 579 278 385 521 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 0 0 0 0 0 Reduced v/c Ratio 0.11 0.55 0.65 0.53 0.80 0.60 0.42 0.72 0.49 0.03 Intersection Summary Lanes, Volumes, Timings 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 11 Area Type: Other Cycle Length: 120 Actuated Cycle Length: 110.9 Natural Cycle: 65 Control Type: Semi Act-Uncoord Maximum v/c Ratio: 0.82 Intersection Signal Delay: 32.1 Intersection LOS: C Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 120 70th %ile Actuated Cycle: 118.5 50th %ile Actuated Cycle: 114.6 30th %ile Actuated Cycle: 105.9 10th %ile Actuated Cycle: 95.7 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 5: Kennedy Drive/Airport Drive & US 2 HCM 6th Signalized Intersection Summary 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 29 441 193 295 626 216 296 286 241 201 187 18 Future Volume (veh/h) 29 441 193 295 626 216 296 286 241 201 187 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1841 1841 1841 1781 1781 1781 1767 1767 1767 1856 1856 1856 Adj Flow Rate, veh/h 29 441 193 295 626 216 296 286 241 201 187 18 Peak Hour 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 Percent Heavy Veh, % 4 4 4 8 8 8 9 9 9 3 3 3 Cap, veh/h 294 884 383 449 1174 405 361 340 288 259 238 202 Arrive On Green 0.02 0.37 0.37 0.12 0.48 0.48 0.16 0.19 0.19 0.09 0.13 0.13 Sat Flow, veh/h 1753 2374 1030 1697 2469 851 1682 1767 1497 1767 1856 1572 Grp Volume(v), veh/h 29 324 310 295 429 413 296 286 241 201 187 18 Grp Sat Flow(s),veh/h/ln 1753 1749 1655 1697 1692 1628 1682 1767 1497 1767 1856 1572 Q Serve(g_s), s 1.1 15.6 15.8 11.2 19.5 19.5 16.3 17.1 16.9 10.0 10.7 1.1 Cycle Q Clear(g_c), s 1.1 15.6 15.8 11.2 19.5 19.5 16.3 17.1 16.9 10.0 10.7 1.1 Prop In Lane 1.00 0.62 1.00 0.52 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 294 651 616 449 805 774 361 340 288 259 238 202 V/C Ratio(X) 0.10 0.50 0.50 0.66 0.53 0.53 0.82 0.84 0.84 0.78 0.79 0.09 Avail Cap(c_a), veh/h 321 651 616 532 805 774 361 485 411 259 390 331 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.8 26.4 26.5 17.9 20.2 20.2 33.3 42.6 42.5 39.1 46.2 42.0 Incr Delay (d2), s/veh 0.1 2.7 2.9 2.3 2.5 2.6 13.8 9.0 10.0 13.8 5.7 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 6.9 6.7 4.5 8.1 7.8 7.9 8.2 7.0 5.7 5.3 0.4 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 20.9 29.1 29.4 20.2 22.7 22.8 47.1 51.5 52.5 52.9 51.9 42.2 LnGrp LOS C C C C C C D D D D D D Approach Vol, veh/h 663 1137 823 406 Approach Delay, s/veh 28.9 22.1 50.2 51.9 Approach LOS C C D D Timer - Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 19.6 46.7 23.0 20.0 8.3 58.0 16.0 27.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 19.0 37.0 17.0 23.0 4.0 52.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 13.2 17.8 18.3 12.7 3.1 21.5 12.0 19.1 Green Ext Time (p_c), s 0.5 3.9 0.0 0.7 0.0 6.3 0.0 2.0 Intersection Summary HCM 6th Ctrl Delay 35.2 HCM 6th LOS D Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 13 Lane Group EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 150 617 570 107 120 555 Future Volume (vph) 150 617 570 107 120 555 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 Grade (%) 0% 0% 0% Storage Length (ft) 0 0 0 0 Storage Lanes 2 0 1 1 Taper Length (ft) 25 25 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.979 0.850 Flt Protected 0.950 0.950 Satd. Flow (prot) 3433 1863 1824 0 1770 1583 Flt Permitted 0.950 0.950 Satd. Flow (perm) 3433 1863 1824 0 1770 1583 Right Turn on Red Yes Yes Satd. Flow (RTOR) 15 183 Link Speed (mph) 30 30 30 Link Distance (ft) 528 597 249 Travel Time (s) 12.0 13.6 5.7 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Growth Factor 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% Adj. Flow (vph) 150 617 570 107 120 555 Shared Lane Traffic (%) Lane Group Flow (vph) 150 617 677 0 120 555 Enter Blocked Intersection No No No No No No Lane Alignment Left Left Left Right Left Right Median Width(ft) 24 24 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 Number of Detectors 1 2 2 1 1 Detector Template Left Thru Thru Left Leading Detector (ft) 20 100 100 20 20 Trailing Detector (ft) 0 0 0 0 0 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Detector Phase 7 4 8 6 7 Switch Phase Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 14 Lane Group EBL EBT WBT WBR SBL SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 22.5 9.5 Total Split (s) 18.0 56.0 38.0 24.0 18.0 Total Split (%) 22.5% 70.0% 47.5% 30.0% 22.5% Maximum Green (s) 13.5 51.5 33.5 19.5 13.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lead-Lag Optimize? Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None Max None Walk Time (s) 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 Act Effct Green (s) 9.2 43.7 30.0 19.7 33.4 Actuated g/C Ratio 0.13 0.60 0.41 0.27 0.46 v/c Ratio 0.34 0.55 0.89 0.25 0.67 Control Delay 31.9 10.4 35.4 24.6 15.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.9 10.4 35.4 24.6 15.2 LOS C B D C B Approach Delay 14.6 35.4 16.9 Approach LOS B D B 90th %ile Green (s) 13.5 51.5 33.5 19.5 13.5 90th %ile Term Code Max Hold Max MaxR Max 70th %ile Green (s) 10.8 48.8 33.5 19.5 10.8 70th %ile Term Code Gap Hold Max MaxR Gap 50th %ile Green (s) 8.6 46.6 33.5 19.5 8.6 50th %ile Term Code Gap Hold Max MaxR Gap 30th %ile Green (s) 7.6 41.1 29.0 19.5 7.6 30th %ile Term Code Gap Hold Gap MaxR Gap 10th %ile Green (s) 6.2 32.0 21.3 19.5 6.2 10th %ile Term Code Gap Hold Gap MaxR Gap Queue Length 50th (ft) 34 144 260 44 134 Queue Length 95th (ft) 60 220 #507 94 246 Internal Link Dist (ft) 448 517 169 Turn Bay Length (ft) Base Capacity (vph) 645 1336 858 480 914 Starvation Cap Reductn 0 0 0 0 0 Spillback Cap Reductn 0 0 0 0 0 Storage Cap Reductn 0 0 0 0 0 Reduced v/c Ratio 0.23 0.46 0.79 0.25 0.61 Intersection Summary Lanes, Volumes, Timings 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 15 Area Type: Other Cycle Length: 80 Actuated Cycle Length: 72.5 Natural Cycle: 75 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 22.0 Intersection LOS: C Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 80 70th %ile Actuated Cycle: 77.3 50th %ile Actuated Cycle: 75.1 30th %ile Actuated Cycle: 69.6 10th %ile Actuated Cycle: 60.5 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 6: Williston Rd & Industrial Ave HCM 6th Signalized Intersection Summary 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 16 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 150 617 570 107 120 555 Future Volume (veh/h) 150 617 570 107 120 555 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 150 617 570 107 120 555 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 249 1053 646 121 532 588 Arrive On Green 0.07 0.56 0.42 0.42 0.30 0.30 Sat Flow, veh/h 3456 1870 1531 287 1781 1585 Grp Volume(v), veh/h 150 617 0 677 120 555 Grp Sat Flow(s),veh/h/ln 1728 1870 0 1819 1781 1585 Q Serve(g_s), s 2.7 14.0 0.0 22.4 3.3 19.5 Cycle Q Clear(g_c), s 2.7 14.0 0.0 22.4 3.3 19.5 Prop In Lane 1.00 0.16 1.00 1.00 Lane Grp Cap(c), veh/h 249 1053 0 768 532 588 V/C Ratio(X) 0.60 0.59 0.00 0.88 0.23 0.94 Avail Cap(c_a), veh/h 715 1477 0 934 532 588 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.4 9.3 0.0 17.3 17.2 19.9 Incr Delay (d2), s/veh 2.4 0.5 0.0 8.6 1.0 25.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 4.8 0.0 10.0 1.4 4.2 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 31.7 9.8 0.0 25.9 18.2 45.5 LnGrp LOS C A A C B D Approach Vol, veh/h 767 677 675 Approach Delay, s/veh 14.1 25.9 40.6 Approach LOS B C D Timer - Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 41.2 24.0 9.2 32.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 51.5 19.5 13.5 33.5 Max Q Clear Time (g_c+I1), s 16.0 21.5 4.7 24.4 Green Ext Time (p_c), s 4.8 0.0 0.3 3.2 Intersection Summary HCM 6th Ctrl Delay 26.3 HCM 6th LOS C Lanes, Volumes, Timings 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 17 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 12 823 13 34 865 11 17 1 127 8 0 11 Future Volume (vph) 12 823 13 34 865 11 17 1 127 8 0 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 10 10 11 12 10 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 320 0 0 0 0 0 0 Storage Lanes 1 1 1 0 0 0 0 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.998 0.998 0.882 0.922 Flt Protected 0.950 0.950 0.994 0.979 Satd. Flow (prot) 1770 1735 0 1711 1859 0 0 1633 0 0 1681 0 Flt Permitted 0.950 0.950 0.994 0.979 Satd. Flow (perm) 1770 1735 0 1711 1859 0 0 1633 0 0 1681 0 Link Speed (mph) 30 30 30 30 Link Distance (ft) 556 237 301 312 Travel Time (s) 12.6 5.4 6.8 7.1 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 12 823 13 34 865 11 17 1 127 8 0 11 Shared Lane Traffic (%) Lane Group Flow (vph) 12 836 0 34 876 0 0 145 0 0 19 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.09 1.09 1.04 1.00 1.09 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Sign Control Free Free Stop Stop Intersection Summary Area Type: Other Control Type: Unsignalized Intersection Capacity Utilization 62.0% ICU Level of Service B Analysis Period (min) 15 HCM 6th TWSC 7: Gregory Dr/Palmer Ct & Williston Rd 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 18 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 12 823 13 34 865 11 17 1 127 8 0 11 Future Vol, veh/h 12 823 13 34 865 11 17 1 127 8 0 11 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length 0 - 320 0 - - - - - - - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2 Mvmt Flow 12 823 13 34 865 11 17 1 127 8 0 11 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 876 0 0 836 0 0 1798 1798 830 1857 1799 871 Stage 1 - - - - - - 854 854 - 939 939 - Stage 2 - - - - - - 944 944 - 918 860 - Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 771 - - 798 - - 62 80 370 56 80 350 Stage 1 - - - - - - 353 375 - 317 343 - Stage 2 - - - - - - 315 341 - 326 373 - Platoon blocked, % - - - - Mov Cap-1 Maneuver 771 - - 798 - - 57 75 370 35 75 350 Mov Cap-2 Maneuver - - - - - - 57 75 - 35 75 - Stage 1 - - - - - - 347 369 - 312 328 - Stage 2 - - - - - - 292 326 - 210 367 - Approach EB WB NB SB HCM Control Delay, s 0.1 0.4 47.8 70.8 HCM LOS E F Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 221 771 - - 798 - - 73 HCM Lane V/C Ratio 0.656 0.016 - - 0.043 - - 0.26 HCM Control Delay (s) 47.8 9.7 - - 9.7 - - 70.8 HCM Lane LOS E A - - A - - F HCM 95th %tile Q(veh) 4 0 - - 0.1 - - 0.9 Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 19 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 538 149 109 829 98 242 248 73 111 230 11 Future Volume (vph) 3 538 149 109 829 98 242 248 73 111 230 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 600 0 200 0 0 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Lane Util. Factor 0.95 0.95 0.95 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor Frt 0.968 0.986 0.966 0.993 Flt Protected 0.995 0.950 0.950 Satd. Flow (prot) 0 3426 0 0 3472 0 1770 1799 0 1770 1850 0 Flt Permitted 0.952 0.742 0.481 0.439 Satd. Flow (perm) 0 3262 0 0 2589 0 896 1799 0 818 1850 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 63 20 21 3 Link Speed (mph) 30 30 30 30 Link Distance (ft) 252 1419 510 332 Travel Time (s) 5.7 32.3 11.6 7.5 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 3 538 149 109 829 98 242 248 73 111 230 11 Shared Lane Traffic (%) Lane Group Flow (vph) 0 690 0 0 1036 0 242 321 0 111 241 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 2 Detector Template Left Thru Left Thru Left Thru Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 20 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 22.5 22.5 22.5 22.5 9.5 22.5 9.5 22.5 Total Split (s) 35.0 35.0 35.0 35.0 11.0 24.0 11.0 24.0 Total Split (%) 50.0% 50.0% 50.0% 50.0% 15.7% 34.3% 15.7% 34.3% Maximum Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 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 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None None Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 Act Effct Green (s) 29.6 29.6 27.0 21.8 25.9 19.5 Actuated g/C Ratio 0.43 0.43 0.39 0.32 0.37 0.28 v/c Ratio 0.48 0.93 0.56 0.55 0.28 0.46 Control Delay 14.1 34.0 19.6 24.1 14.1 24.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 14.1 34.0 19.6 24.1 14.1 24.0 LOS B C B C B C Approach Delay 14.1 34.0 22.2 20.9 Approach LOS B C C C 90th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 90th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 70th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 70th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 50th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 50th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 30th %ile Green (s) 30.5 30.5 30.5 30.5 6.5 19.5 6.5 19.5 30th %ile Term Code Hold Hold Max Max Max MaxR Max MaxR 10th %ile Green (s) 25.9 25.9 25.9 25.9 6.5 30.5 0.0 19.5 10th %ile Term Code Hold Hold Gap Gap Max Hold Skip MaxR Queue Length 50th (ft) 95 206 65 112 28 84 Queue Length 95th (ft) 139 #338 114 192 56 148 Internal Link Dist (ft) 172 1339 430 252 Turn Bay Length (ft) 200 Base Capacity (vph) 1476 1155 431 583 397 524 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 0.47 0.90 0.56 0.55 0.28 0.46 Intersection Summary Lanes, Volumes, Timings 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 21 Area Type: Other Cycle Length: 70 Actuated Cycle Length: 69.1 Natural Cycle: 65 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.93 Intersection Signal Delay: 24.5 Intersection LOS: C Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 90th %ile Actuated Cycle: 70 70th %ile Actuated Cycle: 70 50th %ile Actuated Cycle: 70 30th %ile Actuated Cycle: 70 10th %ile Actuated Cycle: 65.4 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 8: Hinesburg Rd/Patchen Rd & US 2 HCM 6th Signalized Intersection Summary 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 3 538 149 109 829 98 242 248 73 111 230 11 Future Volume (veh/h) 3 538 149 109 829 98 242 248 73 111 230 11 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 538 149 109 829 98 242 248 73 111 230 11 Peak Hour 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 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 53 1164 320 153 1027 129 467 430 126 387 496 24 Arrive On Green 0.43 0.43 0.43 0.43 0.43 0.43 0.09 0.31 0.31 0.06 0.28 0.28 Sat Flow, veh/h 3 2692 739 207 2377 299 1781 1388 409 1781 1770 85 Grp Volume(v), veh/h 374 0 316 496 0 540 242 0 321 111 0 241 Grp Sat Flow(s),veh/h/ln 1865 0 1569 1235 0 1648 1781 0 1797 1781 0 1855 Q Serve(g_s), s 0.0 0.0 10.0 17.3 0.0 19.2 6.5 0.0 10.5 3.0 0.0 7.5 Cycle Q Clear(g_c), s 9.9 0.0 10.0 27.2 0.0 19.2 6.5 0.0 10.5 3.0 0.0 7.5 Prop In Lane 0.01 0.47 0.22 0.18 1.00 0.23 1.00 0.05 Lane Grp Cap(c), veh/h 858 0 678 597 0 712 467 0 556 387 0 520 V/C Ratio(X) 0.44 0.00 0.47 0.83 0.00 0.76 0.52 0.00 0.58 0.29 0.00 0.46 Avail Cap(c_a), veh/h 870 0 688 606 0 723 467 0 556 438 0 520 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 14.0 0.0 14.0 19.6 0.0 16.7 16.6 0.0 20.2 16.5 0.0 20.7 Incr Delay (d2), s/veh 0.3 0.0 0.5 9.5 0.0 4.6 1.0 0.0 4.3 0.4 0.0 3.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.0 3.3 8.6 0.0 7.4 2.7 0.0 4.8 1.2 0.0 3.5 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 14.4 0.0 14.5 29.1 0.0 21.2 17.6 0.0 24.5 16.9 0.0 23.7 LnGrp LOS B A B C A C B A C B A C Approach Vol, veh/h 690 1036 563 352 Approach Delay, s/veh 14.4 25.0 21.6 21.5 Approach LOS B C C C Timer - Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 9.0 26.0 34.6 11.0 24.0 34.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.5 19.5 30.5 6.5 19.5 30.5 Max Q Clear Time (g_c+I1), s 5.0 12.5 12.0 8.5 9.5 29.2 Green Ext Time (p_c), s 0.0 1.1 4.2 0.0 0.9 0.9 Intersection Summary HCM 6th Ctrl Delay 21.0 HCM 6th LOS C Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 23 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 19 3 51 490 16 345 19 410 266 245 425 19 Future Volume (vph) 19 3 51 490 16 345 19 410 266 245 425 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width (ft) 12 12 12 12 12 12 12 12 12 12 12 12 Grade (%) 0% 0% 0% 0% Storage Length (ft) 0 0 0 0 130 0 500 0 Storage Lanes 0 0 1 0 1 1 2 0 Taper Length (ft) 25 25 25 25 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 0.95 Ped Bike Factor Frt 0.906 0.857 0.850 0.994 Flt Protected 0.987 0.950 0.950 0.950 Satd. Flow (prot) 0 1666 0 1770 1596 0 1770 3539 1583 1770 3518 0 Flt Permitted 0.879 0.709 0.950 0.950 Satd. Flow (perm) 0 1483 0 1321 1596 0 1770 3539 1583 1770 3518 0 Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) 51 345 266 4 Link Speed (mph) 30 30 30 30 Link Distance (ft) 113 232 293 987 Travel Time (s) 2.6 5.3 6.7 22.4 Confl. Peds. (#/hr) Confl. Bikes (#/hr) Peak Hour 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 Growth Factor 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% Heavy Vehicles (%) 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% 2% Bus Blockages (#/hr) 0 0 0 0 0 0 0 0 0 0 0 0 Parking (#/hr) Mid-Block Traffic (%) 0% 0% 0% 0% Adj. Flow (vph) 19 3 51 490 16 345 19 410 266 245 425 19 Shared Lane Traffic (%) Lane Group Flow (vph) 0 73 0 490 361 0 19 410 266 245 444 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway 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 Turning Speed (mph) 15 9 15 9 15 9 15 9 Number of Detectors 1 2 1 2 1 2 1 1 2 Detector Template Left Thru Left Thru Left Thru Right Left Thru Leading Detector (ft) 20 100 20 100 20 100 20 20 100 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Detector Phase 8 8 4 4 1 6 2 5 2 Switch Phase Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 24 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.0 22.0 22.0 22.0 10.0 10.0 22.0 10.0 22.0 Total Split (s) 60.0 60.0 60.0 60.0 11.0 26.0 43.0 28.0 43.0 Total Split (%) 52.6% 52.6% 52.6% 52.6% 9.6% 22.8% 37.7% 24.6% 37.7% Maximum Green (s) 54.0 54.0 54.0 54.0 5.0 20.0 37.0 22.0 37.0 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) 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lead/Lag Lead Lag Lag Lead Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Minimum Gap (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Time Before Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time To Reduce (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Recall Mode None None None None Max Max Max None Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 Act Effct Green (s) 43.4 43.4 43.4 5.0 24.2 37.4 18.2 37.4 Actuated g/C Ratio 0.42 0.42 0.42 0.05 0.23 0.36 0.18 0.36 v/c Ratio 0.11 0.89 0.42 0.22 0.50 0.36 0.79 0.35 Control Delay 7.5 47.1 3.8 58.1 40.2 4.9 61.0 26.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 7.5 47.1 3.8 58.1 40.2 4.9 61.0 26.8 LOS A D A E D A E C Approach Delay 7.5 28.8 27.2 39.0 Approach LOS A C C D 90th %ile Green (s) 54.0 54.0 54.0 54.0 5.0 20.0 37.0 22.0 37.0 90th %ile Term Code Hold Hold Max Max MaxR MaxR MaxR Max MaxR 70th %ile Green (s) 54.0 54.0 54.0 54.0 5.0 20.0 37.0 22.0 37.0 70th %ile Term Code Hold Hold Max Max MaxR MaxR MaxR Max MaxR 50th %ile Green (s) 46.1 46.1 46.1 46.1 5.0 22.1 37.0 19.9 37.0 50th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR 30th %ile Green (s) 37.9 37.9 37.9 37.9 5.0 25.8 37.0 16.2 37.0 30th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR 10th %ile Green (s) 28.0 28.0 28.0 28.0 5.0 30.0 37.0 12.0 37.0 10th %ile Term Code Hold Hold Gap Gap MaxR Hold MaxR Gap MaxR Queue Length 50th (ft) 8 292 6 13 132 0 158 116 Queue Length 95th (ft) 34 #447 57 39 203 58 #275 176 Internal Link Dist (ft) 33 152 213 907 Turn Bay Length (ft) 130 500 Base Capacity (vph) 801 692 1000 85 823 739 378 1266 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 0.09 0.71 0.36 0.22 0.50 0.36 0.65 0.35 Intersection Summary Lanes, Volumes, Timings 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 25 Area Type: Other Cycle Length: 114 Actuated Cycle Length: 104 Natural Cycle: 70 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.89 Intersection Signal Delay: 30.7 Intersection LOS: C Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 90th %ile Actuated Cycle: 114 70th %ile Actuated Cycle: 114 50th %ile Actuated Cycle: 106.1 30th %ile Actuated Cycle: 97.9 10th %ile Actuated Cycle: 88 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. Splits and Phases: 9: Kimball Ave & Kennedy Drive HCM 6th Signalized Intersection Summary 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 26 HCM 6th Edition methodology does not support custom phasing. HCM Signalized Intersection Capacity Analysis 1: Williston Rd & Driveway 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 142 806 794 58 94 270 Future Volume (vph) 142 806 794 58 94 270 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Grade (%) 15% 0% 0% Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.99 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1637 1723 1846 1770 1583 Flt Permitted 0.11 1.00 1.00 0.95 1.00 Satd. Flow (perm) 191 1723 1846 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 142 806 794 58 94 270 RTOR Reduction (vph) 0 0 3 0 0 89 Lane Group Flow (vph) 142 806 849 0 94 181 Turn Type pm+pt NA NA Prot pt+ov Protected Phases 7 4 8 6 6 7 Permitted Phases 4 Actuated Green, G (s) 50.2 50.2 39.2 11.2 22.2 Effective Green, g (s) 50.2 50.2 39.2 11.2 22.2 Actuated g/C Ratio 0.68 0.68 0.53 0.15 0.30 Clearance Time (s) 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 229 1178 985 270 478 v/s Ratio Prot 0.04 c0.47 c0.46 0.05 c0.11 v/s Ratio Perm 0.38 v/c Ratio 0.62 0.68 0.86 0.35 0.38 Uniform Delay, d1 12.5 6.9 14.8 27.8 20.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 3.2 9.9 0.8 0.5 Delay (s) 17.6 10.1 24.6 28.6 20.7 Level of Service B B C C C Approach Delay (s) 11.2 24.6 22.7 Approach LOS B C C Intersection Summary HCM 2000 Control Delay 18.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 73.4 Sum of lost time (s) 18.0 Intersection Capacity Utilization 73.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 5: Kennedy Drive/Airport Drive & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 29 441 193 295 626 216 296 286 241 201 187 18 Future Volume (vph) 29 441 193 295 626 216 296 286 241 201 187 18 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.95 1.00 0.96 1.00 1.00 0.85 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1736 3313 1671 3214 1656 1743 1482 1752 1845 1568 Flt Permitted 0.34 1.00 0.26 1.00 0.33 1.00 1.00 0.42 1.00 1.00 Satd. Flow (perm) 612 3313 463 3214 576 1743 1482 781 1845 1568 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 29 441 193 295 626 216 296 286 241 201 187 18 RTOR Reduction (vph) 0 38 0 0 26 0 0 0 191 0 0 15 Lane Group Flow (vph) 29 596 0 295 816 0 296 286 50 201 187 3 Heavy Vehicles (%) 4% 4% 4% 8% 8% 8% 9% 9% 9% 3% 3% 3% Turn Type pm+pt NA pm+pt NA pm+pt NA Perm pm+pt NA Perm Protected Phases 5 2 1 6 3 8 7 4 Permitted Phases 2 6 8 8 4 4 Actuated Green, G (s) 42.6 40.3 62.1 53.8 39.4 23.4 23.4 27.1 17.1 17.1 Effective Green, g (s) 42.6 40.3 62.1 53.8 39.4 23.4 23.4 27.1 17.1 17.1 Actuated g/C Ratio 0.38 0.36 0.55 0.47 0.35 0.21 0.21 0.24 0.15 0.15 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 252 1176 421 1523 355 359 305 272 277 236 v/s Ratio Prot 0.00 0.18 c0.10 0.25 c0.12 0.16 0.07 0.10 v/s Ratio Perm 0.04 c0.29 c0.17 0.03 0.11 0.00 v/c Ratio 0.12 0.51 0.70 0.54 0.83 0.80 0.16 0.74 0.68 0.01 Uniform Delay, d1 22.5 28.8 16.2 21.0 30.2 42.8 37.0 37.8 45.6 41.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.2 1.6 5.2 1.4 15.4 11.6 0.3 10.0 6.4 0.0 Delay (s) 22.7 30.3 21.4 22.4 45.6 54.4 37.3 47.8 51.9 41.0 Level of Service C C C C D D D D D D Approach Delay (s) 30.0 22.1 46.2 49.4 Approach LOS C C D D Intersection Summary HCM 2000 Control Delay 34.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length (s) 113.5 Sum of lost time (s) 24.0 Intersection Capacity Utilization 80.9% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 6: Williston Rd & Industrial Ave 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (vph) 150 617 570 107 120 555 Future Volume (vph) 150 617 570 107 120 555 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.97 1.00 1.00 1.00 1.00 Frt 1.00 1.00 0.98 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 1863 1823 1770 1583 Flt Permitted 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 1863 1823 1770 1583 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 150 617 570 107 120 555 RTOR Reduction (vph) 0 0 9 0 0 110 Lane Group Flow (vph) 150 617 668 0 120 445 Turn Type Prot NA NA Prot pm+ov Protected Phases 7 4 8 6 7 Permitted Phases 6 Actuated Green, G (s) 9.2 43.7 30.0 19.7 28.9 Effective Green, g (s) 9.2 43.7 30.0 19.7 28.9 Actuated g/C Ratio 0.13 0.60 0.41 0.27 0.40 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 436 1124 755 481 730 v/s Ratio Prot 0.04 0.33 c0.37 0.07 c0.08 v/s Ratio Perm 0.20 v/c Ratio 0.34 0.55 0.89 0.25 0.61 Uniform Delay, d1 28.8 8.5 19.6 20.6 17.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.6 12.0 1.2 1.5 Delay (s) 29.3 9.1 31.6 21.8 18.7 Level of Service C A C C B Approach Delay (s) 13.0 31.6 19.3 Approach LOS B C B Intersection Summary HCM 2000 Control Delay 21.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80 Actuated Cycle Length (s) 72.4 Sum of lost time (s) 13.5 Intersection Capacity Utilization 78.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 8: Hinesburg Rd/Patchen Rd & US 2 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 3 538 149 109 829 98 242 248 73 111 230 11 Future Volume (vph) 3 538 149 109 829 98 242 248 73 111 230 11 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Lane Util. Factor 0.95 0.95 1.00 1.00 1.00 1.00 Frt 0.97 0.99 1.00 0.97 1.00 0.99 Flt Protected 1.00 0.99 0.95 1.00 0.95 1.00 Satd. Flow (prot) 3424 3471 1770 1799 1770 1850 Flt Permitted 0.95 0.74 0.48 1.00 0.44 1.00 Satd. Flow (perm) 3259 2590 897 1799 819 1850 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 3 538 149 109 829 98 242 248 73 111 230 11 RTOR Reduction (vph) 0 36 0 0 12 0 0 14 0 0 2 0 Lane Group Flow (vph) 0 654 0 0 1024 0 242 307 0 111 239 0 Turn Type Perm NA Perm NA pm+pt NA pm+pt NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 2 6 Actuated Green, G (s) 29.6 29.6 28.3 21.8 25.5 20.4 Effective Green, g (s) 29.6 29.6 28.3 21.8 25.5 20.4 Actuated g/C Ratio 0.42 0.42 0.40 0.31 0.36 0.29 Clearance Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 1378 1095 443 560 367 539 v/s Ratio Prot c0.05 c0.17 0.02 0.13 v/s Ratio Perm 0.20 c0.40 0.17 0.09 v/c Ratio 0.47 0.94 0.55 0.55 0.30 0.44 Uniform Delay, d1 14.6 19.3 14.6 20.0 15.3 20.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 14.2 1.4 3.8 0.5 2.6 Delay (s) 14.8 33.5 16.0 23.8 15.7 22.8 Level of Service B C B C B C Approach Delay (s) 14.8 33.5 20.5 20.6 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 24.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 90.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group HCM Signalized Intersection Capacity Analysis 9: Kimball Ave & Kennedy Drive 01/18/2022 2027 Build PM Peak Hour Synchro 11 Report VHB Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 19 3 51 490 16 345 19 410 266 245 425 19 Future Volume (vph) 19 3 51 490 16 345 19 410 266 245 425 19 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 0.95 1.00 1.00 0.95 Frt 0.91 1.00 0.86 1.00 1.00 0.85 1.00 0.99 Flt Protected 0.99 0.95 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot) 1665 1770 1596 1770 3539 1583 1770 3516 Flt Permitted 0.88 0.71 1.00 0.95 1.00 1.00 0.95 1.00 Satd. Flow (perm) 1484 1322 1596 1770 3539 1583 1770 3516 Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 19 3 51 490 16 345 19 410 266 245 425 19 RTOR Reduction (vph) 0 30 0 0 201 0 0 0 170 0 3 0 Lane Group Flow (vph) 0 43 0 490 160 0 19 410 96 245 441 0 Turn Type Perm NA Perm NA Prot NA custom Prot NA Protected Phases 8 4 1 6 5 2 Permitted Phases 8 4 2 Actuated Green, G (s) 43.4 43.4 43.4 5.0 24.2 37.4 18.2 37.4 Effective Green, g (s) 43.4 43.4 43.4 5.0 24.2 37.4 18.2 37.4 Actuated g/C Ratio 0.42 0.42 0.42 0.05 0.23 0.36 0.18 0.36 Clearance Time (s) 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 620 552 667 85 825 570 310 1266 v/s Ratio Prot 0.10 0.01 c0.12 c0.14 0.13 v/s Ratio Perm 0.03 c0.37 0.06 v/c Ratio 0.07 0.89 0.24 0.22 0.50 0.17 0.79 0.35 Uniform Delay, d1 18.1 27.9 19.5 47.5 34.5 22.6 41.0 24.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 15.9 0.2 6.0 2.1 0.6 12.8 0.8 Delay (s) 18.1 43.8 19.7 53.5 36.7 23.2 53.8 25.0 Level of Service B D B D D C D C Approach Delay (s) 18.1 33.6 32.0 35.3 Approach LOS B C C D Intersection Summary HCM 2000 Control Delay 33.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 103.8 Sum of lost time (s) 18.0 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group \\vhb\gbl\proj\SBurlington\58568.00 Industrial Facility\docs\memos\Appendix\Industrial Development Appendices Cover Sheet.docx Signal Warrant Analysis Traffic Signal Warrant Analysis Workbook 1/18/2022 Municipality:South Burlington Analysis Date:4/30/2021 County:Cumberland County Conducted By:KMS PennDOT Engineering District:Agency/Company Name: Data Collection Date:7/25/2012 Day of the Week:Monday No Major Street Name and Route Number: Major Street Approach #1 Direction:E-Bound Major Street Approach #2 Direction:W-Bound 1 LANE(S) 40 MPH Minor Street Name and Route Number: Minor Street Approach #1 Direction:S-Bound Minor Street Approach #2 Direction:N/A 1 LANE(S) Applicable? Warrant Met? Yes Yes Yes Yes Yes Yes No N/A No N/A No N/A No N/A No N/A No N/A No N/A No N/A Warrant PA-1, ADT Volume Warrant Warrant PA-2, Midblock and Trail Crossings Warrant 5, School Crossing Warrant 6, Coordinated Signal System Warrant 7, Crash Experience Warrant 8, Roadway Network Warrant 9, Intersection Near a Grade Crossing TRAFFIC SIGNAL WARRANT ANALYSIS FINDINGS Warrant 1, Eight-Hour Vehicular Volume Warrant 2, Four-Hour Vehicular Volume Warrant 3, Peak Hour Warrant 4, Pedestrian Volume Number of Lanes for Moving Traffic on Each Minor Street Approach: Is the intersection in a built-up area of an isolated community of <10,000 population? STUDY AND ANALYSIS INFORMATION Williston Road Site Driveway Speed Limit or 85th Percentile Speed on the Major Street: Major Street Information Analysis Information Minor Street Information Number of Lanes for Moving Traffic on Each Major Street Approach: Traffic Signal Warrant Analysis - Williston Rd - Site Driveway - 2022 BUILD - SBR - Single Lane Minor Street - FULL CAMPUS PLAN.xlsm MUTCD Warrant 1 Sheet 1 of 1 Major Street:1 Lane Minor Street:1 Lane No Major Street Minor Street 100% 80% 70% 56% 100% 80% 70% 56% 1 1 500 400 350 280 150 120 105 84 2 or More 1 600 480 420 336 150 120 105 84 2 or More 2 or More 600 480 420 336 200 160 140 112 1 2 or More 500 400 350 280 200 160 140 112 Major Street Minor Street 100% 80% 70% 56% 100% 80% 70% 56% 1 1 750 600 525 420 75 60 53 42 2 or More 1 900 720 630 504 75 60 53 42 2 or More 2 or More 900 720 630 504 100 80 70 56 1 2 or More 750 600 525 420 100 80 70 56 4 No 10 Yes N/A N/A N/A MUTCD WARRANT 1, EIGHT-HOUR VEHICULAR VOLUME Condition A Satisfied? Condition A - Minimum Vehicular Volume Number of lanes for moving traffic on each approach Vehicles per hour on major street (total of both approaches)Vehicles per hour on higher-volume minor street approach (one direction only) Number of Lanes for Moving Traffic on Each Approach No Condition B - Interruption of Continuous Traffic Number of lanes for moving traffic on each approach Vehicles per hour on major street (total of both approaches)Vehicles per hour on higher-volume minor street approach (one direction only) Number of Unique Hours Met: Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street? Combination of Condition A and Condition B Evaluation *Only applicable for Warrant 1 if after an adequate trial of other alternatives that could cause less delay and inconvenience to traffic has failed to solve the traffic problems. See Section 4C.02 of the 2009 MUTCD for application. Condition A Evaluation Condition B Satisfied? Combination of Condition A and Condition B Satisfied? Number of Unique Hours Met for Condition B: Number of Unique Hours Met for Condition A: Number of Unique Hours Met: Condition B Evaluation Combination of Conditions A and B Necessary?*: 1/18/2022Traffic Signal Warrant Analysis - Williston Rd - Site Driveway - 2022 BUILD - SBR - Single Lane Minor Street - FULL CAMPUS PLAN.xlsm MUTCD Warrant 2 Page 1 of 3 Total Number of Unique Hours Met On Figure 4C-1 Major Street:1 Lane 10 Minor Street:1 Lane Hour Interval Major Street Combined Highest Minor Street Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hour (VPH) 12:00 AM 111 12 12:15 AM 87 11 12:30 AM 44 10 12:45 AM 32 9 1:00 AM 21 8 1:15 AM 23 7 1:30 AM 21 6 1:45 AM 17 5 2:00 AM 22 4 2:15 AM 22 4 2:30 AM 26 4 2:45 AM 27 4 3:00 AM 28 4 3:15 AM 39 4 3:30 AM 55 4 3:45 AM 95 4 4:00 AM 154 4 4:15 AM 197 4 4:30 AM 254 4 4:45 AM 319 4 5:00 AM 364 4 5:15 AM 478 8 5:30 AM 559 12 5:45 AM 688 16 6:00 AM 887 20 6:15 AM 1011 27 6:30 AM 1189 34 6:45 AM 1334 41 7:00 AM 1472 48 7:15 AM 1591 55 7:30 AM 1704 62 7:45 AM 1687 69 8:00 AM 1704 76 8:15 AM 1658 79 8:30 AM 1564 82 Met 8:45 AM 1554 85 Met 9:00 AM 1429 88 Met 9:15 AM 1474 96 Met 9:30 AM 1427 104 Met 9:45 AM 1439 112 Met 10:00 AM 1465 120 Met 10:15 AM 1366 141 Met 10:30 AM 1293 162 Met 10:45 AM 1254 183 Met 11:00 AM 1364 204 Met 11:15 AM 1315 184 Met 11:30 AM 1308 164 Met 11:45 AM 1257 144 Met MUTCD WARRANT 2, FOUR-HOUR VEHICULAR VOLUME No Hourly Vehicular Volume Hour Met? Number of Lanes for Moving Traffic on Each Approach Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street? 1/18/2022Traffic Signal Warrant Analysis - Williston Rd - Site Driveway - 2022 BUILD - SBR - Single Lane Minor Street - FULL CAMPUS PLAN.xlsm MUTCD Warrant 2 Page 2 of 3 Hour Interval Major Street Combined Highest Minor Street Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hour (VPH) Hourly Vehicular Volume Hour Met? 12:00 PM 1128 124 Met 12:15 PM 1237 115 Met 12:30 PM 1310 106 Met 12:45 PM 1274 97 Met 1:00 PM 1165 88 Met 1:15 PM 1051 87 1:30 PM 1090 86 Met 1:45 PM 1158 85 Met 2:00 PM 1189 84 Met 2:15 PM 1260 97 Met 2:30 PM 1239 110 Met 2:45 PM 1269 123 Met 3:00 PM 1385 136 Met 3:15 PM 1454 149 Met 3:30 PM 1556 162 Met 3:45 PM 1620 175 Met 4:00 PM 1624 188 Met 4:15 PM 1607 188 Met 4:30 PM 1640 188 Met 4:45 PM 1614 188 Met 5:00 PM 1566 188 Met 5:15 PM 1467 150 Met 5:30 PM 1285 112 Met 5:45 PM 1142 74 6:00 PM 984 36 6:15 PM 863 34 6:30 PM 746 32 6:45 PM 660 30 7:00 PM 598 28 7:15 PM 554 25 7:30 PM 529 22 7:45 PM 457 19 8:00 PM 438 16 8:15 PM 379 17 8:30 PM 320 18 8:45 PM 312 19 9:00 PM 255 20 9:15 PM 234 22 9:30 PM 203 24 9:45 PM 185 26 10:00 PM 180 28 10:15 PM 174 23 10:30 PM 162 18 10:45 PM 131 13 11:00 PM 116 8 1/18/2022Traffic Signal Warrant Analysis - Williston Rd - Site Driveway - 2022 BUILD - SBR - Single Lane Minor Street - FULL CAMPUS PLAN.xlsm MUTCD Warrant 2Page 3 of 30100200300400500300 400 500 600 700 800 900 1000 1100 1200 1300 1400Minor Street Higher-Volume Approach - VPHMajor Street - Total of Both Approaches - Vehicles Per Hour (VPH)MUTCD Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume MUTCD Warrant 3 Page 1 of 3 Major Street:1 Lane Minor Street:1 Lane Yes No Yes Yes Total Number of Unique Hours Met On Figure 4C-3 6 Hour Interval Major Street Combined Highest Minor Street Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hour (VPH) 12:00 AM 111 12 12:15 AM 87 11 12:30 AM 44 10 12:45 AM 32 9 1:00 AM 21 8 1:15 AM 23 7 1:30 AM 21 6 1:45 AM 17 5 2:00 AM 22 4 2:15 AM 22 4 2:30 AM 26 4 2:45 AM 27 4 3:00 AM 28 4 3:15 AM 39 4 3:30 AM 55 4 3:45 AM 95 4 4:00 AM 154 4 4:15 AM 197 4 4:30 AM 254 4 4:45 AM 319 4 5:00 AM 364 4 5:15 AM 478 8 5:30 AM 559 12 5:45 AM 688 16 6:00 AM 887 20 6:15 AM 1011 27 6:30 AM 1189 34 6:45 AM 1334 41 7:00 AM 1472 48 7:15 AM 1591 55 7:30 AM 1704 62 7:45 AM 1687 69 8:00 AM 1704 76 8:15 AM 1658 79 Hour Met? Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches? Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present* *If applicable, attach all supporting calculations and documentation. Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street? MUTCD WARRANT 3, PEAK HOUR Number of Lanes for Moving Traffic on Each Approach No Hourly Vehicular Volume Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes? 1/18/2022Traffic Signal Warrant Analysis - Williston Rd - Site Driveway - 2022 BUILD - SBR - Single Lane Minor Street - FULL CAMPUS PLAN.xlsm MUTCD Warrant 3 Page 2 of 3 Hour Interval Major Street Combined Highest Minor Street Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hour (VPH) Hour Met? Hourly Vehicular Volume 8:30 AM 1564 82 8:45 AM 1554 85 9:00 AM 1429 88 9:15 AM 1474 96 Met 9:30 AM 1427 104 Met 9:45 AM 1439 112 Met 10:00 AM 1465 120 Met 10:15 AM 1366 141 Met 10:30 AM 1293 162 Met 10:45 AM 1254 183 Met 11:00 AM 1364 204 Met 11:15 AM 1315 184 Met 11:30 AM 1308 164 Met 11:45 AM 1257 144 Met 12:00 PM 1128 124 12:15 PM 1237 115 12:30 PM 1310 106 12:45 PM 1274 97 1:00 PM 1165 88 1:15 PM 1051 87 1:30 PM 1090 86 1:45 PM 1158 85 2:00 PM 1189 84 2:15 PM 1260 97 2:30 PM 1239 110 2:45 PM 1269 123 3:00 PM 1385 136 Met 3:15 PM 1454 149 Met 3:30 PM 1556 162 Met 3:45 PM 1620 175 Met 4:00 PM 1624 188 Met 4:15 PM 1607 188 Met 4:30 PM 1640 188 Met 4:45 PM 1614 188 Met 5:00 PM 1566 188 Met 5:15 PM 1467 150 Met 5:30 PM 1285 112 5:45 PM 1142 74 6:00 PM 984 36 6:15 PM 863 34 6:30 PM 746 32 6:45 PM 660 30 7:00 PM 598 28 7:15 PM 554 25 7:30 PM 529 22 7:45 PM 457 19 8:00 PM 438 16 8:15 PM 379 17 8:30 PM 320 18 8:45 PM 312 19 9:00 PM 255 20 9:15 PM 234 22 9:30 PM 203 24 9:45 PM 185 26 10:00 PM 180 28 10:15 PM 174 23 10:30 PM 162 18 10:45 PM 131 13 11:00 PM 116 8 1/18/2022Traffic Signal Warrant Analysis - Williston Rd - Site Driveway - 2022 BUILD - SBR - Single Lane Minor Street - FULL CAMPUS PLAN.xlsm MUTCD Warrant 3Page 3 of 30100200300400500600400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800Minor Street Higher-Volume Approach - VPHMajor Street - Total of Both Approaches - Vehicles Per Hour (VPH)MUTCD Figure 4C-3. Warrant 3, Peak Hour