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HomeMy WebLinkAbout09-24 Traffic Impact Analysis HESTER TRUST PROPERTY FREDERICK COUNTY, VIRGINIA TRAFFIC IMPACT STUDY July 27, 2022 www.WellsAndAssociates.com @WellsAssoc @WellsandAssociates Wells + Associates HESTER TRUST PROPERTY Transportation Impact Analysis Frederick County, Virginia July 27, 2022 Prepared for: Middletown, LLC Prepared by: Wells + Associates Michael J. Workosky, PTP, TOPS, TSOS John F. Cavan, P.E., PTOE (703) 917-6620 Hester Trust Property Traffic Impact Study July 27, 2022 TABLE OF CONTENTS PAGE EXECUTIVE SUMMARY _________________________________________________________ 1 Section 1 PURPOSE AND STUDY OBJECTIVE ________________________________________________ 2 Traffic Impact Study Requirements .......................................................................................... 2 Section 2 BACKGROUND INFORMATION ___________________________________________________ 6 Site Location and Major Transportation Features .................................................................... 6 Scope of Study .......................................................................................................................... 6 Study Assumptions .................................................................................................................... 6 Study Methodology................................................................................................................... 7 Site Description ......................................................................................................................... 8 Existing Roadway Network ....................................................................................................... 8 Future Roadway Network ......................................................................................................... 9 Pedestrian Access ..................................................................................................................... 9 Public Transit Service ................................................................................................................ 9 Section 3 EXISTING CONDITIONS (2022) __________________________________________________ 14 Vehicular Traffic Counts .......................................................................................................... 14 Operational Analysis ............................................................................................................... 14 Section 4 FUTURE CONDITIONS WITHOUT DEVELOPMENT (2024) _____________________________ 20 Methodology ........................................................................................................................... 20 Regional Growth ..................................................................................................................... 20 Pipeline Development ............................................................................................................. 20 Other Development Traffic Forecasts ..................................................................................... 20 Future Traffic Forecasts Without Development (2024).......................................................... 21 Operational Analysis ............................................................................................................... 21 Section 5 TRIP GENERATION, DISTRIBUTION AND ASSIGNMENT ______________________________ 31 Site Trip Generation and Comparison .................................................................................... 31 Site Generated Distributions and Assignments ...................................................................... 31 Hester Trust Property Traffic Impact Study July 27, 2022 PAGE Section 6 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT (2024) ______________________ 34 Future Traffic Forecasts with Development (2024) ................................................................ 34 Operational Analysis ............................................................................................................... 34 Access Management ............................................................................................................... 35 Right and Left Turn Lane Assessment…… ............................................................................... 35 Section 7 CONCLUSIONS ______________________________________________________________ 44 Conclusions ............................................................................................................................. 44 Hester Trust Property Traffic Impact Study July 27, 2022 LIST OF FIGURES FIGURE TITLE PAGE 1-1 Site Location .................................................................................................................. 4 1-2 Conceptual Site Plan ..................................................................................................... 5 2-1 Study Intersections ..................................................................................................... 10 2-2 Frederick County Zoning Map ..................................................................................... 11 2-3 Frederick County Comprehensive Plan Land Use Recommendations ........................ 12 2-4 Existing Lane Use and Traffic Controls ........................................................................ 13 3-1 Existing Peak Hour Traffic Volumes ............................................................................ 16 3-2 Existing Levels-of-Service ............................................................................................ 18 4-1 Regional Growth (2022-2025)..................................................................................... 23 4-2 Pipeline Development Locations ................................................................................ 24 4-3 Pipeline Development Traffic Assignments ................................................................ 26 4-4 2025 Future Traffic Forecasts Without Development ................................................ 27 4-5 2024 Future Conditions without Development Levels-of-Service .............................. 29 5-1 Site Generated Trips ................................................................................................... 33 6-1 2025 Future Traffic Forecasts With Development ..................................................... 37 6-2 2025 Future Conditions with Development Lane Use and Traffic Control................. 38 6-3 2025 Future Traffic Forecasts With Development (Single Site Access Point) ............ 39 6-4 2025 Future Conditions with Development Levels-of-Service ................................... 41 6-5 2025 Future Conditions with Development Levels-of-Service with Potential Improvements ............................................................................................................. 42 Hester Trust Property Traffic Impact Study July 27, 2022 LIST OF TABLES TABLE TITLE PAGE 3-1 Existing Intersection Levels of Service ........................................................................ 17 3-2 Existing Intersection Queuing Summary ..................................................................... 19 4-1 Pipeline Development Trip Generation Analysis ........................................................ 24 4-2 Background Future Conditions without Development Levels of Service ................... 31 4-3 Background Future Conditions without Development Queuing Summary ................ 33 5-1 Site Trip Generation Analysis ...................................................................................... 32 6-1 Total Future Conditions With Development Levels of Service ................................... 40 6-2 Total Future Conditions with Development Queuing Summary ................................ 43 LIST OF APPENDICES APPENDIX TITLE A Full Size Plan Sheets B Scoping Agreement C Levels of Service Descriptions D Existing Traffic Count Data E Existing Intersection Levels of Service and Queues (2022) F Individual Pipeline Peak Hour Forecasts G Future Conditions without Development Levels of Service and Queues (2025) H Future Conditions with Development Levels of Service and Queues (2025) I Turn Lane Warrant Analysis Hester Trust Property Traffic Impact Study July 27, 2022 Hester Trust Property Rezoning EXECUTIVE SUMMARY Wells + Associates prepared a traffic impact study for the Hester Trust Property. The Applicant proposes to rezone the property to construct 848,000 square feet (S.F.) of light industrial uses along the east side of Valley Pike (U.S. Route 11) and west of Interstate 81. Vehicular access to the site is proposed via two full-movement driveways on Valley Pike (U.S. Route 11). No direct access to Mustang Lane is proposed for the industrial uses. Note that conditions assuming a single access drive has been evaluated as an alternative. The existing conditions analysis indicates that all study intersections currently operate at an acceptable level-of-service (LOS) “C” or better during the weekday AM and PM peak hours. With the addition of regional traffic growth and the construction of pipeline developments, the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections would operate beyond capacity and require signalization to maintain acceptable levels-of-service. The Hester Trust Property is planned to be built in a single phase by 2025. It is proposed to include 848,000 square feet (S.F.) of light industrial uses that are estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average daily (24-hour) trips when fully occupied. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. With the addition of site-generated traffic, acceptable levels-of-service at the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections would continue to be maintained assuming the installation of traffic signals. While the I-81 SB Ramp/Reliance Road intersection would approach capacity under Stop-control conditions, installing a traffic signal would improve overall levels-of-service. This signal would likely be installed in conjunction with the adjacent I-81 NB Ramp intersection. All proposed traffic signals would satisfy warrants for signalization and have been previously recommended in other area traffic studies. All other study intersections are anticipated to operate at acceptable level-of- service. Acceptable levels-of-service would be maintained at the site driveways whether one or two entrances are provided. The proposed access would meet VDOT spacing standards but would warrant exclusive right and left turn lanes, which would be satisfied by the existing two-way left- turn lane. 1 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 1 PURPOSE AND STUDY OBJECTIVE This report presents the findings of a traffic impact analysis for the Hester Trust Property. The Applicant, Middletown, LLC, proposes to rezone the property to construct approximately 848,000 S.F. of general light industrial uses in Frederick County, Virginia. The new development is proposed to be constructed along the east side of Valley Pike (U.S. Route 11) and north of Mustang Lane as shown on Figure 1-1. The subject site consists of approximately 101.25 total acres. A total of 77 acres is proposed to be developed with a total of 848,000 S.F. of general light industrial uses. A portion of the site (approximately 17.25 acres) will be reserved for future public use and regional stormwater management immediately to the west of Middletown Elementary School. Site access is proposed to be provided via two (2) full-movement driveways on Valley Pike (U.S. Route 11). Note that conditions assuming a single access drive has been evaluated as an alternative. No direct access to Mustang Lane is proposed for industrial uses. The concept plan is shown on Figure 1-2. A full-size copy of the general development plan is included in Appendix A. Traffic Impact Study Requirements Overview. In 2006, the Virginia General Assembly approved legislation (Senate Bill 699, Chapter 527 of the 2006 Acts of Assembly) to enhance the coordination of land use and transportation planning in the Commonwealth. Subsection 15.2-2222 of the Code of Virginia was added to expand VDOT’s role in the land planning and development review process. Chapter 155, 24 VAC 30-155 established the rules, procedures, and deadlines for VDOT review. Implementation of these regulations was phased statewide over 18 months (July 1, 2007 to January 1, 2009). Implementation in the Northern Virginia District of VDOT began on July 1, 2007. All development proposals which met certain specific trip generation thresholds were subject to the regulations as outlined in VDOT’s Traffic Impact Analysis Regulations Administrative Guidelines (“Administrative Guidelines”). An amendment to the Administrative Guidelines took effect in January 2012. Based on these updated Guidelines (now referred to as Chapter 870), a development proposal is considered to substantially impact the transportation network if it generates 5,000 or more net new daily vehicle trips. Based on a review of the Applicant’s rezoning application, a Chapter 870 compliant traffic impact study is not required. However, this does not absolve the Applicant from adhering to all local ordinances with regard to the submission of a traffic impact study. While this development is not anticipated to meet the trip generation thresholds to require a formal Chapter 870 traffic study, a traffic analysis was requested to address County and VDOT staff’s concerns regarding the impact of the proposed development on the adjacent roadway 2 Hester Trust Property Traffic Impact Study July 27, 2022 system. This report presents the results of that analysis based on the study parameters as agreed to during the scoping meeting with VDOT and Frederick County staff. A copy of the scoping document is included in Appendix B. Tasks. The following tasks were completed as part of this study:  A scoping meeting held with Frederick County and VDOT staff regarding the parameters of the study and relevant background information. A signed scoping letter confirming the parameters and assumptions used in the analysis herein is included in Appendix B.  Field reconnaissance in the vicinity of the site was performed to collect information related to existing traffic controls, roadway geometry, and traffic flow characteristics.  Collection of existing traffic counts at the study intersections during the AM and PM peak periods to establish baseline 2022 conditions.  Future conditions without the development were projected based on regional growth and traffic generated by approved but unbuilt (pipeline) development.  New vehicle trips generated by the development were calculated based on the methodology outlined in the Institute of Transportation Engineers’ (ITE) Trip Generation, 11th Edition.  Future conditions with the development were forecasted based on regional growth, pipeline development, and the proposed development plan.  Intersection capacity analyses were prepared for the existing conditions (2022), future conditions without development (2025), and future conditions with development (2025) during the weekday AM and PM peak hours at the intersections located within the study area.  Roadway improvements needed to mitigate the site generated trips were identified.  An alternative analysis assuming a single access driveway was prepared. Sources for this study include Frederick County, VDOT, Greenway Engineering, the Institute of Transportation Engineers (ITE), Middletown, LLC, and the files of Wells + Associates. 3 SITEVA L L E Y P I K E M A I N S T R E E T MUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6611INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 1-1Site LocationHester Trust PropertyFrederick County, Virginia4 NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 1-2Conceptual Site PlanHester Trust PropertyFrederick County, VirginiaPLAN PROVIDED BY: GREENWAY ENGINEERING 5 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 2 BACKGROUND INFORMATION Site Location & Major Transportation Features The proposed development is planned to consist of approximately 848,000 S.F. of general light industrial uses constructed on what is currently a vacant site located on the east side of Valley Pike (U.S. Route 11) north of Mustang Lane. Site access is proposed to be provided via two (2) full-movement driveways on Valley Pike. No direct access for industrial uses is proposed to Mustang Lane that currently serves the Middletown Elementary School. No interparcel connections are proposed to adjacent properties. Note that an alternative analysis assuming a single site driveway has also been prepared. Scope of Study The study area, as agreed to during scoping, consists of the following intersections: 1.I-81 Northbound Ramps/Reliance Road. 2.I-81 Southbound Ramps/Reliance Road. 3.Valley Pike (U.S. Route 11)/Reliance Road. 4.Valley Pike (U.S. Route 11)/Mustang Lane. 5.Valley Pike (U.S. Route 11)/Site Driveways The intersections included in this study were determined based on the scoping meeting held with Frederick County and VDOT staff and are shown on Figure 2-1. A copy of the agreed-upon document is included in Appendix B. Study Assumptions For purposes of this analysis, the development is assumed to be constructed in a single phase by 2025. The Frederick County Comprehensive Plan establishes a goal of to “improve upon existing transportation safety and service levels in the county”. While a formal level-of-service goal is not stated, for new developments, trip generation and new movements should “not degrade the transportation system, increase delays, or reduce service levels”. While the Town of Middletown Comprehensive Plan does not establish level-of-service thresholds, the Plan does identify traffic congestion at the Main Street and Reliance Road intersection due to Lord Fairfax Community College’s (LFCC) growth and expansion. The extension of Carolyn Avenue was identified as a potential mitigation measure as a parallel route to Valley Pike. A description of the levels of service for both signalized and unsignalized 6 Hester Trust Property Traffic Impact Study July 27, 2022 intersections is included in Appendix C. This report presents the findings of analyses performed for the following conditions:  Existing Conditions (2022): Considers existing traffic volumes and existing roadway configurations.  Future Conditions Without Development (2025): Considers future traffic conditions for the year 2025 with the background growth by applying a 1.0 percent growth rate to all movements at the on Valley Pike (U.S. Route 11), Reliance Road, and the I-81 ramps. In addition to growth, three (3) projects were included as pipeline developments in this scenario and their subsequent traffic was added to the roadway network.  Total Future Conditions with Development (2025): Considers background traffic conditions for the year 2025 (buildout year) and adding the trips associated with the proposed development plan. The results of the analysis and the traffic impacts associated with the proposed development plan are presented in the Conclusion section of the report. Study Methodology Synchro software (version 11) was used to evaluate levels of service at the study intersections during the AM and PM peak hours. Synchro is a macroscopic model used for optimizing traffic signal timing and performing capacity analyses. The software can model existing traffic signal timings or optimize splits, offsets, and cycle lengths for individual intersections, an arterial, or a complete network. Synchro allows the user to evaluate the effects of changing intersection geometrics, traffic demands, traffic control, and/or traffic signal settings as well as optimize traffic signal timings. The levels of service reported for the signalized and unsignalized intersections analyzed herein were taken from the Highway Capacity Manual 6th Edition (HCM) reports generated by Synchro. Level of service descriptions are shown in Appendix C. Heavy vehicle factors (%HV) were derived based on traffic count data published by the Virginia Department of Transportation and were applied to each turning movement within the study area. Peak hour factors (PHF’s) were calculated by approach using the existing count data and adjusted to a minimum 0.85≤PHF≤0.92 under existing conditions were applied to each of the study intersections. A five (5.0) percent heavy vehicle factor was applied to Valley Pike (U.S. Route 11) and a three (3.0) heavy vehicle factor was applied to Reliance Road for this study. 7 Hester Trust Property Traffic Impact Study July 27, 2022 Site Description Overview. The development area is approximately 101.25 acres and is identified as Tax Map #84-A-78 in Frederick County, Virginia. As shown on Figure 1-1, the site for the proposed uses are generally located east of Valley Pike (U.S. Route 11) and north of Mustang Lane. The property is north of the Town of Middletown, and west of I-81. Existing Zoning. The subject site is currently vacant and zoned RA (Rural Areas District) and would allow for low density uses including residential units. Since the site area would yield fewer than 20 units, it was assumed to be vacant under future conditions without development. The Applicant seeks approval to rezone the property to M-1 (Light Industrial District) to allow development of a total of 848,000 S.F. of space. The existing zoning map is shown on Figure 2-2. Nearby Zoning Uses. The properties surrounding and adjacent to the subject site (see Figure 2- 2) are zoned RA (Rural Areas District). Middletown Elementary School is located immediately south of the site. Comprehensive Plan Recommendations. The site is located within the Middletown/Lord Fairfax Sewer and Water Service Area (SWSA) that recommended public water and sewer be provided north of the Town of Middletown and designated the site for “Mixed Use Industrial/Office” as shown on Figure 2-3. Terrain. The terrain proximate to and surrounding the site is generally classified as “level”. Existing Roadway Network A description of the major roadways within the immediate vicinity of the site is presented below. The existing lane configuration and traffic controls in the study area are shown on Figure 2-4. Interstate 81 is a four-lane divided Interstate highway with a posted speed limit of 70 mph in the vicinity of the Reliance Road interchange. A full-movement interchange is provided at Reliance Road via a diamond configuration with both ramp terminals operating under stop sign control. Valley Pike (U.S. Route 11) is a two-lane roadway that runs parallel to Interstate 81 along its west side and provides access to the Town of Middletown and the site area to the north. It is classified as a Major Collector and has a posted speed limit of 45 miles per hour (mph) in the vicinity of the site. “School” pavement markings with an advisory sign are located on Valley Pike approximately 675 feet south and 1,000 feet north of the Mustang Drive intersection. Separate turn lanes are provided at the Reliance Road intersection that currently operates under stop 8 Hester Trust Property Traffic Impact Study July 27, 2022 control. Reliance Road (Route 627) is classified as a Major Collector that provides east-west access to the area with connections to Interstate 81 via a grade-separated interchange. It generally provides a single travel lane in each direction with stop controlled intersections at the interchange ramps and Valley Pike (U.S. Route 11). Mustang Lane is a private local street that serves Middletown Elementary School. It is a two- lane undivided road with a posted speed limit of 25 mph. Future Roadway Network The Town of Middletown Comprehensive Plan indicated that the extension of Carolyn Avenue was identified as a potential mitigation measure as a parallel route to Valley Pike in the vicinity of the site. Since this project is not funded, this extension has not been assumed for purposes of this traffic study. Pedestrian Access Pedestrian accommodations are not provided within the vicinity of the site. Public Transit Service Public transit service is not currently provided in the area. 9 SITEVA L L E Y P I K E M A I N S T R E E T MUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6612345611INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-1Study IntersectionsHester Trust PropertyFrederick County, VirginiaXStudy Intersection10 SITENORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-2Frederick County Zoning MapHester Trust PropertyFrederick County, Virginia11 SITE NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-3 Frederick County Comprehensive Plan Land Use Recommendations Hester Trust Property Frederick County, Virginia 12 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 2-4Existing Lane Use an Traffic ControlHester Trust PropertyFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11FUTUREINTERSECTIONFUTUREINTERSECTIONSTOPSTOPSTOPSTOP STOP 13 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 3 EXISTING CONDITIONS (2022) Vehicular Traffic Counts Turning movement counts were collected on Tuesday, May 3, 2022, and used to establish existing 2022 baseline conditions. The counts were collected at the following intersections: 1. I-81 Northbound Ramps/Reliance Road. 2. I-81 Southbound Ramps/Reliance Road. 3. Valley Pike (U.S. Route 11)/Reliance Road. 4. Valley Pike (U.S. Route 11)/Mustang Lane. (Note: Intersection numbers provided to correspond with figures and tables.) The existing peak hour traffic volumes for the intersections contained within the study area are summarized on Figure 3-1 and shown in Appendix D. Peak hour link volumes on Valley Pike (U.S. Route 11) north of Mustang Lane were compared to year 2017 VDOT data and summarized below: Peak Hour Link Traffic Volumes - Valley Pike (U.S. Route 11) North of Mustang Lane AM Peak Hour (8:15 to 9:15) PM Peak Hour (4:00 to 5:00) 2022 Count Data 402 526 2017 VDOT Data 380 473 Percent Difference 5.8% 11.2% As shown above, the recently conducted counts appear to be slightly higher than published VDOT count data. Therefore, no further adjustments were made to baseline traffic volumes to account for the effects of the COVID-19 pandemic. Operational Analysis Intersection capacity analyses were performed for the existing conditions at the study intersections during the weekday AM and PM peak hours. Synchro, version 11 was used to analyze the study intersections with results based on the Highway Capacity Manual (6th Edition) methodology. Existing peak hour factors (by approach) acquired from the traffic counts (in the range of 0.85 to 0.92) were used in the analysis. Per the agreed scoping agreement, a five (5.0) percent heavy vehicle factor was applied to Valley Pike (U.S. Route 11) and a three (3.0) heavy vehicle factor was applied to Reliance Road for this study. The results of the intersection capacity analyses are expressed in level of service (LOS) and delay 14 Hester Trust Property Traffic Impact Study July 27, 2022 (seconds per vehicle) per lane group and are presented in Table 3-1 and illustrated in Figure 3- 2. The queuing analysis results are summarized in Table 3-2. The detailed analysis worksheets for existing conditions are provided in Appendix E. The results indicate that all of the turning movements at the study intersections that are stop controlled currently operate at acceptable Level-of-Service (LOS) “C” and with delays of 25 seconds per vehicle or less. Queuing at Stop-controlled approaches is approximately three (3) vehicle lengths or less. 15 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 3-1Existing Peak Hour Traffic VolumesHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11173/1952/023/50200/21218/19122/105242/24474/5988/12716/251/5132/10469/151196/143140/27569/2041/4150/3665/18133/190FUTUREINTERSECTIONFUTUREINTERSECTION0/075/215112/138190/1320/193/144108/132134/1130/00/10/00/116 Hester Trust Property Traffic Impact Study July 27, 2022 Table 3‐1 Hester Trust Property Existing Conditions Levels of Service Summary1 LOS Delay (s) LOS Delay (s) 1.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR C 23.8 C 16.5 EBL A 8.1 A 7.9 2.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL A 8.2 A 8.1 SBLTR B 11.6 B 12.9 3.Reliance Road/U.S. Route 11 ‐ Unsignalized NBL A 0.0 A 0.0 EBLTR A 0.0 B 14.5 WBL C 16.2 C 24.8 WBR B 10.8 B 10.0 SBL A 8.1 A 8.1 4.U.S. Route 11/Mustang Road ‐ Unsignalized WBLR B 11.7 B 11.7 SBL A 7.9 A 7.7 1.Capacity analysis based on Highway Capacity Manual 6th methodology, using Notes: AM Peak Hour PM Peak HourApproach/  Lane Group Existing Conditions 17 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 3-2Existing Levels-of-ServiceHester Trust PropertyFrederick County, Virginia1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11FUTUREINTERSECTIONFUTUREINTERSECTIONSTOPSTOPSTOPSTOP STOP A/BA/BOverall Levels of ServiceLevels of ServiceA/AC/CA/AB/BA/BB/BA/AA/AC/CB/BA/A18 Hester Trust Property Traffic Impact Study July 27, 2022 Table 3‐2 Hester Trust Property Existing Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 1.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR ‐‐63 ‐33 EBL ‐‐15 ‐10 2.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL ‐‐3 ‐3 SBLTR ‐‐30 ‐40 3.Reliance Road/U.S. Route 11 ‐ Unsignalized NBLTR ‐‐0 ‐0 EBLTR ‐‐0 ‐0 WBL ‐‐23 ‐58 WBR 240 ‐25 ‐15 SBL 285 ‐8 ‐10 4.U.S. Route 11/Mustang Road ‐ Unsignalized WBLR ‐‐18 ‐13 SBL 300 ‐5 ‐3 Notes:   1.Capacity analysis based on Highway Capacity Manual 6th Edition methodology, using Sy 2."~" ‐ 50th percentile volume exceeds capacity, queue may be longer. 3."#" ‐ 95th percentile volume exceeds capacity, queue may be longer. 4."m" ‐ Volume for 95th percentile queue is metered by upstream signal. Approach/  Lane Group Storage  Length (ft) Existing Conditions AM Peak Hour PM Peak Hour 19 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 4 FUTURE CONDITIONS WITHOUT DEVELOPMENT (2025) Methodology Future traffic forecasts for 2025 without the development of the Hester Trust Property were developed based on a composite of existing baseline traffic volumes, regional growth, and increases in traffic associated with other identified approved but not yet constructed (pipeline) developments. This methodology was discussed with VDOT and County staff as reflected in the signed scoping agreement included in Appendix B. Regional Growth Traffic volumes were projected for the year 2025 without the proposed development. The base traffic volumes used in this scenario were the existing (2022) condition volumes. A 1.0 percent annual growth rate was applied to movements along Valley Pike (U.S. Route 11), Reliance Road, and the I-81 Ramps. The resultant volumes are shown on Figure 4-1. Pipeline Development In addition to regional growth, the following three (3) other pipeline developments were assumed for future background 2025 conditions: Village at Middletown. An additional 86 single family dwelling units, 22 multifamily dwelling units and 58,600 S.F. of retail uses are approved north of Reliance Road and east of Valley Pike (U.S. Route 11) Seasons of Middletown. A total of 92 single family dwelling units are proposed on the east side of Valley Pike (U.S. Route 11) south of Reliance Road By-Right Gas Station. A by-right gas station with convenience store is proposed on the northeast quadrant of the I-81 NB Ramps/Reliance Road intersection. For purposes of this analysis, eight fueling positions were assumed, consistent with nearby gas stations. The location of these pipeline developments is shown on Figure 4-2. Other Development Traffic Forecasts The new vehicle trips expected to be generated by the pipeline developments were based on rates/equations from the Institute of Transportation Engineers Trip Generation, 11th Edition. 20 Hester Trust Property Traffic Impact Study July 27, 2022 As shown on Table 4-1, these unbuilt developments would generate 330 new AM peak hour trips, 574 new PM peak hour trips, and 6,782 daily (24-hour) trips assuming full occupancy. Figure 4- 3 for the total pipeline trips to be added to the roadway network. Individual pipeline assignments are shown in Appendix F. Future Traffic Forecasts Without Development (2025) Traffic forecasts without the proposed Hester Trust Property development were developed for the horizon year of 2025. These forecasts were based on the existing baseline traffic counts shown on Figure 3-1, regional growth estimates shown on Figure 4-1, and pipeline trip assignments shown on Figure 4-3. The resulting traffic forecasts are provided on Figure 4-4 for 2025 future conditions with development. Operational Analysis Synchro, version 11 was used to analyze the study intersections based on the Highway Capacity Manual (6th Edition) methodology. A future peak hour of 0.92 was used in the analyses for all lane movements. The same heavy vehicle percentages from existing conditions were used for future without development conditions. The background capacity and queuing analyses are expressed in level of service (LOS) and delay (seconds per vehicle) per lane group and are presented in Tables 4-2 and 4-3. The capacity analysis worksheets for future without development conditions are provided in Appendix G. Levels of service for future conditions without development are shown on Figure 4- 5. The results of the capacity analysis for future conditions without the development are similar to those of the existing conditions described earlier, but with increases in overall delay as described below: 1. The northbound approach of the I-81 NB Ramp/Reliance Road intersection would operate near or beyond capacity (LOS “E” and “F”) during the AM and PM peak hours respectively. The installation of a traffic signal at this location would be required to improve the overall level-of-service to LOS “B”. It is noted that signalization of this intersection was previously recommended in “A Traffic Impacted Analysis of the Village at Middletown”. 2. The westbound approach of the Valley Pike (U.S. Route 11)/Reliance Road intersection would operate beyond capacity (LOS “F”) during the PM peak hours respectively. The installation of a traffic signal at this location would be required to improve overall level- of-service to LOS “C” or better. It is noted that signalization of this intersection was previously recommended in “A Traffic Impacted Analysis of the Village at Middletown”. 21 Hester Trust Property Traffic Impact Study July 27, 2022 3. All other study intersections would operate at acceptable level-of-service “C” or better. 4. Projected queues would be generally accommodated by the available storage lanes. 22 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-1Regional Growth (2022-2025)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 115/60/01/26/61/14/37/72/23/40/10/04/32/56/44/80/00/00/00/04/6FUTUREINTERSECTIONFUTUREINTERSECTION0/02/73/46/40/03/43/44/30/00/00/00/023 SITEVA L L E Y P I K E M A I N S T R E E T MUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6611INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-2Location of Pipeline DevelopmentsHester Trust PropertyFrederick County, VirginiaVillage atMiddletownSeasons ofMiddletownBy-RightGas Station24 Hester Trust Property Traffic Impact Study July 27, 2022 Table4‐1Hester Trust PropertyPipeline Development TripGeneration Analysis1,2ITEAverageLand Use Code Size Units In Out Total In Out Total Daily TripsVillage at MiddletownSingle‐Family Residential 210 86                 DU 17              48              65              54              32              86        878                Multi‐Family Residential 220 22                 DU2                7                9                8                4                12        148                Stand‐Alone Commercial 820 58,600         SF63              38              101            149            155            304      3,957             Total 82              93              175            211            191            402      4,983             Single Family HousingSingle Family Housing 210 92                 DU18              51              69              58              34              92        935                Gas Station/Convenience StoreGas Station/Convenience Store 945 8 Stations 108            108            216            91              91              182      2,057             Pass‐By Trips (60% AM, 56% PM)65             65             130           51             51             102     1,193 New Gas Station Trips43              43              86              40              40              80        864                Total Pipeline Trips143            187            330            309            265            574      6,782             Notes:1. Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.2. Assumes 8 fueling positions and ~5,000 S.F. convenience storeAM Peak HourPM Peak Hour25 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-3Pipleline Trip AssignmentsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 1145/1210/05/1055/11013/1351/7972/11733/2243/3426/180/020/8650/3843/8917/450/00/00/00/027/38FUTUREINTERSECTIONFUTUREINTERSECTION0/04/114/912/180/033/6649/479/70/00/00/00/026 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-42025 Future Traffic Forecasts Without DelopmentHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11223/3222/029/62261/32832/30177/187231/368109/83134/16542/441/5156/193121/194245/236161/32868/2061/4150/3665/18164/234FUTUREINTERSECTIONFUTUREINTERSECTION0/081/233119/151208/1540/1129/214160/183147/1230/00/10/00/127 Hester Trust Property Traffic Impact Study July 27, 2022 Table 4‐2 Hester Trust Property Background Future without Development Conditions Levels of Service Summary1 LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) 1.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR C 23.8 C 16.5 E 43.8 F 69.2 EBL A 8.1 A 7.9 A 8.5 A 8.4 Potential Improvement: Signalization EBLT A1.6A1.6 WBTR A4.9A5.3 NBLTR D 35.7 D 42.4 Overall B 11.0 B 13.3 2.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL A 8.2 A 8.1 A 8.6 A 8.8 SBLTR B 11.6 B 12.9 B 14.3 C 24.2 Potential Improvement: Signalization EBTR A 8.7 B 13.2 WBLT A0.6A0.9 SBLTR D 36.4 D 44.6 Overall B 13.2 B 19.1 3.Reliance Road/U.S. Route 11 ‐ Unsignalized NBL A 0.0 A 0.0 A 0.0 A 0.0 EBLTR A 0.0 B 14.5 A 0.0 C 16.3 WBL C 16.2 C 24.8 C 19.7 F 51.8 WBR B 10.8 B 10.0 B 11.4 B 10.5 SBL A 8.1 A 8.1 A 4.9 A 8.4 Potential Improvement: Signalization EBLTR A 0.0 B 13.4 WBLT B 15.2 B 16.7 WBR B 13.0 B 11.3 NBLTR B 15.5 B 176.0 SBL A 9.1 B 10.8 SBTR A5.2A7.0 Overall B 12.9 B 13.2 4.U.S. Route 11/Mustang Road ‐ Unsignalized WBLR B 11.7 B 11.7 B 11.8 B 12.7 SBL A 7.9 A 7.7 A 7.9 A 7.9 1. Capacity analysis based on Highway Capacity Manual 6th methodology, using Synchro 11 unless otherwise noted. Notes: AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 2025 Future Conditions without  DevelopmentApproach/  Lane Group Existing Conditions 28 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 4-52025 Future Conditions without Development Levels-of-ServiceHester Trust PropertyFrederick County, Virginia1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11FUTUREINTERSECTIONFUTUREINTERSECTIONSTOPSTOPSTOPSTOP STOP A/BA/BOverall Levels of ServiceLevels of ServiceA/AE/FA/AB/CA/CB/BA/AA/AC/FB/BA/A29 Hester Trust Property Traffic Impact Study July 27, 2022 Table 4‐3 Hester Trust Property Background Future without Development Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 1.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR ‐‐63 ‐33 ‐133 ‐200 EBL ‐‐15 ‐10 ‐20 ‐18 Potential Improvement: Signalization EBLT ‐35 58 43 67 WBTR ‐28 69 32 63 NBLTR ‐86 141 102 174 2.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL ‐‐3 ‐3 ‐3 ‐3 SBLTR ‐‐30 ‐40 ‐53 ‐138 Potential Improvement: Signalization EBTR ‐ ‐‐‐‐61 162 79 225 WBLT ‐ ‐‐‐‐13 148 95 224 SBLTR ‐ ‐‐‐‐15 76 28 99 3.Reliance Road/U.S. Route 11 ‐ Unsignalized NBLTR ‐‐0 ‐0 ‐0 ‐0 EBLTR ‐‐0 ‐0 ‐0 ‐0 WBL ‐‐23 ‐58 ‐40 ‐153 WBR 240 ‐25 ‐15 ‐30 ‐18 SBL 285 ‐8 ‐10 ‐10 ‐10 Potential Improvement: Signalization EBLTR ‐‐‐‐‐0000 WBLT ‐‐‐‐‐36 97 64 155 WBR 240 ‐‐‐‐031024 NBLTR ‐ ‐‐‐‐68 163 66 174 SBL 285 ‐‐‐‐16 44 25 68 SBTR ‐ ‐‐‐‐11 32 40 11 4.U.S. Route 11/Mustang Road ‐ Unsignalized WBLR ‐‐18 ‐13 ‐18 ‐13 SBL 300 ‐5 ‐3 ‐5 ‐3 Notes:   1.Capacity analysis based on Highway Capacity Manual 6th Edition methodology, using Synchro 11. 2. "~" ‐ 50th percentile volume exceeds capacity, queue may be longer. 3. "#" ‐ 95th percentile volume exceeds capacity, queue may be longer. 4. "m" ‐ Volume for 95th percentile queue is metered by upstream signal. Approach/  Lane Group Storage  Length (ft) Existing Conditions 2025 Future Conditions without  Development AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 30 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 5 TRIP GENERATION, DISTRIBUTION AND ASSIGNMENT Site Trip Generation and Comparison The number of AM and PM peak hour trips expected to be generated by the proposed and by- right development programs were estimated based on the ITE Trip Generation Manual, 11th Edition trip rates and equations. ITE Land Use Codes 110 (General Light Industrial) was used to prepare the analysis. As shown in Table 5-1, the proposed development program (848,000 S.F.) is estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average daily (24-hour) trips. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. Site Generated Traffic Distributions and Assignments Trip distributions for the proposed development are based on recent traffic counts, the surrounding road network, local knowledge and engineering judgement. The following trip distributions were assumed for the proposed development’s site trips. Passenger Vehicles Trucks To/From the North on I-81: 25% 40% To/From the South on I-81: 40% 60% To/From the North on Valley Pike (U.S. Route 11): 15% 0% To/From the South on Valley Pike (U.S. Route 11): 15% 0% To/From the East on Reliance Road: 5% 0% Total: 100% 100% The peak hour vehicle trips shown in Table 5-1 were assigned to the public roadway network according to the directional distribution described above. The site generated trips are shown on Figure 5-1. 31 Hester Trust Property Traffic Impact Study July 27, 2022 Table 5‐1Hester TrustPropertySite Trip Generation Analysis1ITE WeekdayAverage Land UseCode Size Units In Out Total In Out Total Daily TripsProposed DevelopmentGeneral Light Industrial 110 848,000       S.F. 510                70 580                26 162                188                3,239              Truck Trip Generation538448212Passenger Vehicle Trip Generation 505               67572               22 158               180               3,027             Notes:1.Trip Generation obtained from ITE's Trip Generation Manual, 11th Edition.AM Peak HourPM Peak Hour32 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 5-1Site Generated TripsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11128/80/00/0230/120/029/6521/490/025/10/00/0205/113/818/4160/1380/00/00/00/0434/230/010/2450/115359/190/00/00/076/30/00/00/00/024/5725/13/836/81256/13179/1025/151/27/1624/57179/103/815 % / 0 % 25 % / 4 0 % 4 0 % / 6 0 %5%/0%1 5 % / 0 %Passenger VehicleHeavy TruckDirectional Trip DistributionX% / X%33 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 6 ANALYSIS OF FUTURE CONDITIONS WITH DEVELOPMENT (2025) Future Traffic Forecasts with Development (2025) Traffic forecasts with the proposed Hester Trust Property were developed for the horizon year of 2025 as shown on Figure 6-1. These forecasts were based on the background 2025 traffic forecasts as shown on Figure 4-4 and the site generated trips generated by the proposed development and are shown on Figure 5-1. The future conditions without development lane use and traffic control is shown on Figure 6-2. As an alternative, future traffic forecasts assuming only one site entrance are shown on Figure 6-3. Operational Analysis Synchro, version 11 was used to analyze the study intersections based on the Highway Capacity Manual (6th Edition) methodology, consistent with the analyses for future without development conditions. The capacity and queuing analyses are expressed in level of service (LOS) and delay (seconds per vehicle) per lane group and are presented in Tables 6-1 and 6-2. The capacity analysis worksheets for future with development conditions are provided in Appendix H. The results of the capacity analysis for future conditions with the development are summarized below: 1. The northbound approach of the I-81 NB Ramp/Reliance Road intersection would operate beyond capacity (LOS “F”) during the AM and PM peak hours. Consistent with background conditions, the installation of a traffic signal at this location would be required to improve overall level-of-service to LOS “C” or better. 2. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would approach capacity (LOS “E”) during the AM. The installation of a traffic signal at this location would be required to improve overall level-of-service to LOS “B”. The installation of the signal at this intersection would likely occur at the same time as the adjacent I-81 NB Ramp intersection and was previously recommended in “A Traffic Impacted Analysis of the Village at Middletown”. 3. The westbound approach of the Valley Pike (U.S. Route 11)/Reliance Road intersection would operate beyond capacity (LOS “F”) during the PM peak hours respectively. Consistent with background conditions, the installation of a traffic signal at this location would be required to improve overall level-of-service to LOS “C”. 34 Hester Trust Property Traffic Impact Study July 27, 2022 4. All of the turning movements at the stop controlled Valley Pike (U.S. Route 11)/Mustang Road intersection would continue to operate at acceptable level-of-service “C” or better without further improvements. 5. The site driveways on Valley Pike (U.S. Route 11) are expected to operate at acceptable levels of service under stop sign control with all movements at LOS “C” or better. As identified in the following section, right and left turn lanes are required at both locations. Single lanes for inbound and outbound traffic would adequately serve site generated vehicle trips. 6. Under the alternative access that provides a single driveway serving the site, all of the turning movements would operate at acceptable level of service “C” or better during both the AM and PM peak hours under stop sign control. 7. Projected queues would be generally accommodated by the available storage lanes. Levels of service for future conditions with development are shown on Figures 6-4 and 6-5. Access Management As described previously, vehicular access to the site is proposed via two full-movement driveways on Valley Pike (U.S. Route 11). The Virginia Department of Transportation (VDOT) classifies Valley Pike as a Major Collector. It has a posted speed limit of 45 miles per hour in the vicinity of the site. According to requirements set for in Table 2-2 of VDOT’s Road Design Manual, full access entrances on Major Collectors with a posted speed limit of 35 to 45 mph would require 335 feet from other intersections or full-movement entrances. A review of the plans indicates that the proposed entrance spacing of 445 feet would meet VDOT spacing standards. Right and Left Turn Lane Assessment The need for right turn lanes at the site entrances on Valley Pike (U.S. Route 11) was assessed based on Appendix F, Figure 3-27 “Guidelines for Right Turn Treatment (4-Lane Highway)” from the VDOT Road Design Manual. Figure 3-27 determines whether “no turn lanes or taper required”, a “taper required”, or a “full-width turn lane and taper required” based on a graph of “PHV Right Turns, Vehicles Per Hour” versus “PHV Approach Total, Vehicles Per Hour”. According to Appendix F, Figure 3-27 and future traffic forecasts, the results indicate a full-width turn lane and taper would be required at both site driveways. For roadways with a design speed of 50 mph (posted speed limit + 5 mph), turn lanes would need to provide a minimum of 200 feet of full- width storage plus a 200-foot taper. 35 Hester Trust Property Traffic Impact Study July 27, 2022 For the two site entrances, the need for an exclusive left turn lane was assessed based on Figure 3-3 “Warrants for Left Turn Storage Lanes on Four-Lane Highways” from Appendix F of the VDOT Road Design Manual. According to Appendix F, Figure 3-3 and future traffic forecasts, the results indicate that a full-width left turn lane would be required at the two site driveways. These turns lanes can be accommodated within the existing Two-Way-Left-Turn lane on Valley Pike (U.S. Route 11). The turn lane warrant worksheets are included in Appendix I. 36 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-12025 Future Traffic Forecasts With DelopmentHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11351/3302/029/62491/34032/30206/252342/417109/83159/16642/441/5361/204124/202263/277221/46668/2061/4150/3665/18298/2570/091/257169/266567/1730/1129/214160/183223/1260/00/10/00/1255/40625/13/836/81256/13406/286256/35051/27/1624/57179/10230/28437 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-22025 Future Conditions with Development Lane Use and Traffic ControlHester Trust PropertyFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11STOPSTOPSTOPSTOP STOP STOP STOP 38 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-32025 Future Traffic Forecasts With Delopment(Single Site Access Point)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11351/3302/029/62491/34032/30206/252342/417109/83159/16642/441/5361/204124/202263/277221/46668/2061/4150/3665/18598/257NOTAPPLICABLE0/091/257169/266567/1730/1129/214160/183223/1260/00/10/00/1231/34976/310/2460/138434/23227/27639 Hester Trust Property Traffic Impact Study July 27, 2022 Table 6‐1Hester Trust PropertyTotal Future with Development Conditions Levels of Service Summary1LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s) LOS Delay (s)1. I‐81 NB Ramp/Reliance Road ‐ UnsignalizedNBLTR C 23.8 C 16.5 E 43.8 F 69.2 F 420.5 F 134.2 F 420.5 F 134.2EBLA 8.1 A 7.9 A 8.5 A 8.4 A 8.7 A 8.5 A 8.7 A 8.5Potential Improvement: SignalizationEBLTA 1.6 A 1.6 A 5.2 A 2.0 A 5.2 A 2.0WBTRA 4.9 A 5.3 A 9.3 A 5.5 A 9.3 A 5.5NBLTRD 35.7 D 42.4 D 45.4 D 43.4 D 45.4 D 43.4OverallB 11.0 B 13.3 C 21.6 B 13.5 C 21.6 B 13.52. I‐81 SB Ramp/Reliance Road ‐ UnsignalizedWBLA 8.2 A 8.1 A 8.6 A 8.8 A 8.8 A 9.2 A 8.8 A 9.2SBLTR B 11.6 B 12.9 B 14.3 C 24.2 E 40.3 D 28.3 E 40.3 D 28.3Potential Improvement: SignalizationEBTRA 8.7 B 13.2 B 14.0 B 15.0 B 13.9 D 15.0WBLTA 0.6 A 0.9 A 2.0 A 1.5 A 2.0 A 1.5SBLTRD 36.4 D 44.6 D 46.1 D 45.5 D 46.1 D 45.5OverallB 13.2 B 19.1 B 18.1 B 19.9 B 18.1 B 19.93. Reliance Road/U.S. Route 11 ‐ UnsignalizedNBLA 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0 A 0.0EBLTR A 0.0 B 14.5 A 0.0 C 16.3 A 0.0 C 23.0 A 0.0 C 23.0WBLC 16.2 C 24.8 C 19.7 F 51.8 D 32.5 F 218.8 D 32.5 F 218.8WBRB 10.8 B 10.0 B 11.4 B 10.5 D 33.5 B 10.7 D 33.5 B 10.7SBLA 8.1 A 8.1 A 8.3 A 8.4 A 8.8 A 8.8 A 8.8 A 8.8Potential Improvement: SignalizationEBLTRA 0.0 B 13.4 A 0.0 B 15.4 A 0.0 B 15.4WBLTB 15.2 B 16.7 B 16.3 B 19.5 B 16.3 B 19.5WBRB 13.0 B 11.3 C 25.8 B 10.8 C 25.8 B 10.8NBLTRB 15.5 B 17.6 C 27.6 C 21.2 C 27.6 C 21.2SBLA 9.1 B 10.8 B 17.9 B 12.6 B 17.9 B 12.6SBTRA 5.2 A 7.0 B 10.7 A 7.4 B 10.7 A 7.4OverallB 12.9 B 13.2 C 23.4 B 14.6 C 23.4 B 14.64. U.S. Route 11/Mustang Road ‐ UnsignalizedWBLR B 11.7 B 11.7 B 11.8 B 12.7 C 22.2 B 14.2 C 22.2 B 14.4SBLA 7.9 A 7.7 A 7.9 A 7.9 A 9.4 A 7.9 A 9.4 A 7.95. South Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLRB 13.2 B 14.1 C 15.4 C 15.3SBLA9.2A7.9A9.5A7.96. North Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLRB 11.9 B 12.7SBLA8.4A7.91. Capacity analysis based on Highway Capacity Manual 6th methodology, using Synchro 11 unless otherwise noted.2025 (One Driveway) Future Conditions with Development2025 (Two Driveways) Future Conditions with DevelopmentAM Peak Hour PM Peak HourAM Peak Hour PM Peak HourAM Peak HourExisting Conditions2025 Future Conditions without DevelopmentPM Peak HourNotes:AM Peak HourApproach/ Lane GroupPM Peak Hour40 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-42025 Future Conditions with Development Levels-of-ServiceHester Trust PropertyFrederick County, Virginia1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11STOPSTOPSTOPSTOP STOP A/BA/BOverall Levels of ServiceLevels of ServiceA/AF/FA/AE/DA/CD/BA/AA/AD/FC/BA/ASTOP B/BA/ASTOP B/BA/A41 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure 6-52025 Future Conditions with Development Levels-of-ServiceWith Potential ImprovementsHester Trust PropertyFrederick County, Virginia1RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11STOP A/BA/BOverall Levels of ServiceLevels of ServiceA/AD/DA/AD/DA/BC/BB/BC/CB/BC/BA/ASTOP B/BA/ASTOP B/BA/AB/AA/AA/AC/BB/BC/B42 Hester Trust Property Traffic Impact Study July 27, 2022 Table 6‐2Hester Trust PropertyTotal Future with Development Conditions Queuing Summary50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile50th%tile95th%tile1. I‐81 NB Ramp/Reliance Road ‐ UnsignalizedNBLTR‐‐63‐33‐133‐200‐755‐290‐755‐290EBL‐‐15‐10‐20‐18‐22‐22‐22‐22Potential Improvement: SignalizationEBLT‐35 58 43 67 131 63 47 72 131 63 47 72WBTR‐28 69 32 63 49 91 33 64 49 91 33 64NBLTR‐86 141 102 174 187 #344 107 #189 187 #344 107 #1892. I‐81 SB Ramp/Reliance Road ‐ UnsignalizedWBL‐‐3‐3‐3‐3‐3‐3‐3‐3SBLTR‐‐30‐40‐53‐138‐213‐160‐213‐160Potential Improvement: SignalizationEBTR‐ ‐‐‐‐61 162 79 225 97 254 107 307 97 254 107 307WBLT‐ ‐‐‐‐13 148 95 224 220 m335 108 233 220 m335 108 233SBLTR‐ ‐‐‐‐15 76 28 99 51 123 28 99 51 123 28 993. Reliance Road/U.S. Route 11 ‐ UnsignalizedNBLTR‐‐0‐0‐0‐0‐0‐0‐0‐0EBLTR‐‐0‐0‐0‐0‐0‐0‐0‐0WBL‐‐23‐58‐40‐153‐70‐318‐70‐318WBR240‐25‐15‐30‐18‐260‐20‐260‐20SBL285‐8‐10‐10‐10‐15‐23‐15‐23Potential Improvement: SignalizationEBLTR‐ ‐‐‐‐000000000000WBLT‐ ‐‐‐‐36 97 64 155 43 116 71 173 43 116 71 173WBR240‐‐‐‐0 31 0 24 29 139 0 26 29 139 0 26NBLTR‐ ‐‐‐‐68 163 66 174 111 246 75 194 111 246 75 194SBL285‐‐‐‐16 44 25 68 25 63 48 118 25 63 48 118SBTR‐ ‐‐‐‐11 32 40 11 13 37 46 11 13 37 46 114. U.S. Route 11/Mustang Road ‐ UnsignalizedWBLR‐‐18‐13‐18‐13‐43‐18‐43‐18SBL300‐5‐3‐5‐3‐8‐3‐8‐35. South Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLR‐8‐19‐18‐38SBL‐3‐0‐8‐06. North Site Driveway/U.S. Route 11 ‐ UnsignalizedWBLR‐5‐263SBL‐5‐0Notes:  1.Capacity analysis based on Highway Capacity Manual 6th Edition methodology, using Synchro 11.2. "~" ‐ 50th percentile volume exceeds capacity, queue may be longer.3. "#" ‐ 95th percentile volume exceeds capacity, queue may be longer.4. "m" ‐ Volume for 95th percentile queue is metered by upstream signal.Approach/ Lane GroupStorage Length (ft)Existing Conditions2025 Future Conditions without Development2025 (One Driveway) Future Conditions with Development2025 (Two Driveways) Future Conditions with DevelopmentAM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak HourAM Peak Hour PM Peak Hour43 Hester Trust Property Traffic Impact Study July 27, 2022 SECTION 7 CONCLUSIONS Conclusions The principal findings of this traffic impact analysis are as follows: 1.The existing conditions analysis indicates that all study intersections, that currently operate under stop sign control, operate at an acceptable level-of-service (LOS) “C” or better during the weekday AM and PM peak hours. This includes the I-81 ramps on Reliance Road, the Reliance Road/Valley Pike intersection, and the Valley Pike/Mustang Road intersection. 2.Under future conditions without development, regional traffic growth and pipeline developments would cause select movements and/or approaches at the I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections to operate beyond capacity. Signalization of the intersections would be needed to restore acceptable levels-of-service at these locations, assuming warrants for signalization are met. 3.The Hester Trust Property industrial development is planned to be built in a single phase by 2025. It is proposed to include 848,000 square feet (S.F.) of light industrial uses that are estimated to generate 580 AM peak hour trips (510 in and 70 out), 188 PM peak hour trips (26 in and 162 out), and 3,239 average daily (24-hour) trips when fully occupied. Trucks would account for eight (8) AM peak hour, eight (8) PM peak hour, and 212 daily trips. 4.The results of the future conditions analysis with the development indicate that the new site generated traffic would have only a minor effect on overall intersection delays. Acceptable levels-of-service at I-81 NB Ramp/Reliance Road and the Valley Pike (U.S. Route 11)/Reliance Road intersections would continue to be maintained with the installation of traffic signals, consistent with background conditions. While I-81 SB Ramp/Reliance Road intersection would approach capacity under Stop-control conditions, installing a traffic signal would improve overall levels-of-service. All proposed traffic signals would satisfy warrants for signalization and have been previously recommended in other area traffic studies. 5.The proposed site entrances would operate at acceptable levels-of-service, whether one or two entrances are provided. The proposed access would meet VDOT spacing standards but would warrant exclusive right and left turn lanes, which would be satisfied by the existing two-way left turn lane. O:\PROJECTS\8501-9000\8555 HESTER PROPERTY\DOCUMENTS\REPORT\HESTER PROPERTY TIA (7.27.2022).DOCX 44 Hester Trust Property Traffic Impact Study APPENDIX A Full Size Plan Sheets TREE SAVE TREE SAVE TREE SAVEVALLEY PIKE ( US ROUTE 11)MUSTANG LANE 60' VARIABLE WIDTH INGRESS /EGRESS EASEMENT+/-11.2 Acres PUBLIC USE FOREBAY SWM/BMP POND FOREBAY SWM/BMP POND +/-77.0 Acres INDUSTRIAL USE LANDSCAPING AND BERM150' LANDSCAPE SCREEN SCHOOL PROPERTY BUFFER150'MUSTANG LANE BUFFERORNAMENTALLANDSCAPINGORNAMENTALLANDSCAPING 75' A A B B VALLEY PIKE BUFFER VALLEY PIKE BUFFER 25'TREE SAVE1" = 120' 1MIDDLETOWN, LLC. REZONINGGENERAL DEVELOPMENT PLANFREDERICK COUNTY, VA07/19/2022 CMM/ TNA 1 0127E151 Windy Hill LaneWinchester, Virginia 22602Telephone: (540) 662-4185Fax: (540) 722-9528www.greenwayeng.comFND1971ENGINEERINGSHEET OF DESIGNED BY: FILE NO. SCALE: DATE:PROUDLY SERVING VIRGINIA & WEST VIRGINIAOFFICES IN: WINCHESTER, VA & MARTINSBURG, WVPROJECT INFORMATION / SUMMARY Tax Map #: 84-A-78 Address: 7165 Valley Pike, Middletown, VA Size: 101.25 acres Proposed Zoning: M1 Land Use:Development Areas Industrial +/- 77 Acres Public +/- 11.2 Acres 50' TREE SAVE Hester Trust Property Traffic Impact Study APPENDIX B Scoping Agreement B-1 B-2 B-3 B-4 John A. Bishop, AICP06/07/22B-5 B-6 B-7 B-8 Hester Trust Property Traffic Impact Study APPENDIX C Levels of Service Descriptions Level of Service for Signalized Intersections Level of service for signalized intersections is defined in terms of delay, which is a measure of driver discomfort and frustration, fuel consumption, and lost travel time. Specifically, level-of-service (LOS) criteria are stated in terms of the average stopped delay per vehicle for a 15-min analysis period. The criteria are given in Exhibit 16-2. Delay may be measured in the field or estimated using procedures presented later in this chapter. Delay is a complex measure and is dependent on a number of variables, including the quality of progression, the cycle length, the green ratio, and the v/c ratio for the lane group in question. LOS A describes operations with very low delay, up to 10 sec per vehicle. This level of service occurs when progression is extremely favorable and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. LOS B describes operations with delay greater than 10 and up to 20 sec per vehicle. This level generally occurs with good progression, short cycle lengths, or both. More vehicles stop than with LOS A, causing higher levels of average delay. Exhibit 16-2. Level-of-Service Criteria for Signalized Intersections LEVEL OF SERVICE STOPPED DELAY PER VEHICLE (SEC) A <10.0 B > 10.0 and <20.0 C > 20.0 and < 35.0 D > 35.0 and < 55.0 E > 55.0 and < 80.0 F >80.0 LOS C describes operations with delay greater than 20 and up to 35 sec per vehicle. These higher delays may result from fair progression, longer cycle lengths, or both. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, though many still pass through the intersection without stopping. LOS D describes operations with delay greater than 35 and up to 55 sec per vehicle. At level D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, or high v/c ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. LOS E describes operations with delay greater than 55 and up to 80 sec per vehicle. This level is considered by many agencies to be the limit of acceptable delay. These high delay values generally indicate poor progression, long cycle lengths, and high v/c ratios. Individual cycle failures are frequent occurrences. LOS F describes operations with delay in excess of 80 sec per vehicle. This level, considered to be unacceptable to most drivers, often occurs with oversaturation, that is, when arrival flow rates exceed the capacity of the intersection. It may also occur at high v/c ratios below 1.0 with many individual cycle failures. Poor progression and long cycle lengths may also be major contributing causes to such delay levels. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council C-1 Level of Service Criteria for Stop Sign Controlled Intersections The level of service criteria are given in Table 17-2. As used here, control delay is defined as the total elapsed time from the time a vehicle stops at the end of the queue until the vehicle departs from the stop line; this time includes the time required for the vehicle to travel from the last-in-queue position to the first-in-queue position, including deceleration of vehicles from free-flow speed to the speed of vehicles in queue. The average total delay for any particular minor movement is a function of the service rate or capacity of the approach and the degree of saturation. . . . Table 17-2. Level of Service Criteria for TWSC Intersections LEVEL OF SERVICE AVERAGE CONTROL DELAY (sec/veh) A < 10 B > 10 and < 15 C > 15 and < 25 D > 25 and < 35 E > 35 and < 50 F > 50 Average total delay less than 10 sec/veh is defined as Level of Service (LOS) A. Follow-up times of less than 5 sec have been measured when there is no conflicting traffic for a minor street movement, so control delays of less than 10 sec/veh are appropriate for low flow conditions. To remain consistent with the AWSC intersection analysis procedure described later in this chapter, a total delay of 50 sec/veh is assumed as the break point between LOS E and F. The proposed level of service criteria for TWSC intersections are somewhat different from the criteria used in Chapter 16 for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from different kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an unsignalized intersection. Additionally, several driver behavior considerations combine to make delays at signalized intersections less onerous than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, where drivers on the minor approaches to unsignalized intersections must remain attentive to the task of identifying acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay experienced by individual drivers at unsignalized than signalized intersections. For these reasons, it is considered that the total delay threshold for any given level of service is less for an unsignalized intersection than for a signalized intersection. . . . LOS F exists when there are insufficient gaps of suitable size to allow a side street demand to cross safely through a major street traffic stream. This level of s ervice is generally evident from extremely long total delays experienced by side street traffic and by queueing on the minor approaches. The method, however, is based on a constant critical gap size - that is, the critical gap remains constant, no matter how long the side street motorist waits. LOS F may also appear in the form of side street vehicles’ selecting smaller-than-usual gaps. In such cases, safety may be a problem and some disruption to the major traffic stream may result. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal gap acceptance behavior. The latter is more difficult to observe on the field than queueing, which is more obvious. Source: Highway Capacity Manual, 2000. Transportation Research Board, National Research Council C-2 Hester Trust Property Traffic Impact Study APPENDIX D Existing Traffic Count Data National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 NB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(NB)Date: NS/EW Streets: 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 701000002418000119070 6:15 AM 1412000003619000910091 6:30 AM 14020000040250001390103 6:45 AM 21040000034240001560104 7:00 AM 251300000481500017170126 7:15 AM 320400000531200024190144 7:30 AM 430500000592100020260174 7:45 AM 320400000362100027120132 8:00 AM 161900000262200018140106 8:15 AM 250200000331800014180110 8:30 AM 201200000382000022110114 8:45 AM 25040000027210001012099 9:00 AM 14130000019160001612081 9:15 AM 804000001916000149070 9:30 AM 291000000173400028100119 9:45 AM 1803000001824000216090 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :3436520000052732600027920001733 APPROACH %'s :85.54% 1.50% 12.97% 0.00%61.78% 38.22% 0.00% 0.00% 0.00% 58.25% 41.75% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :132116000001966900088740576 PEAK HR FACTOR :0.767 0.250 0.800 0.000 0.000 0.000 0.000 0.000 0.831 0.821 0.000 0.000 0.000 0.815 0.712 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 121500000201900089074 10:15 AM 1408000002425000124087 10:30 AM 11130000019200001814086 10:45 AM 1606000003223000166099 11:00 AM 902000002228000219091 11:15 AM 12070000022270002940101 11:30 AM 1613000002619000169090 11:45 AM 1414000001932000186094 12:00 PM 15030000034250002140102 12:15 PM 22040000031210002170106 12:30 PM 15070000028290002570111 12:45 PM 1905000001821000227092 1:00 PM 200500000223100029120119 1:15 PM 414000002824000277095 1:30 PM 16030000031250002090104 1:45 PM 180600000282000023100105 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :2335750000040438900032612401556 APPROACH %'s :74.44% 1.60% 23.96% 0.00%50.95% 49.05% 0.00% 0.00% 0.00% 72.44% 27.56% 0.00% PEAK HR :12:15 PM 12:00 AM TOTAL PEAK HR VOL :76021000009910200097330428 PEAK HR FACTOR :0.864 0.000 0.750 0.000 0.000 0.000 0.000 0.000 0.798 0.823 0.000 0.000 0.000 0.836 0.688 0.000 0100000001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 1703000002224000208094 2:15 PM 2307000001817000175087 2:30 PM 172300000233100025120113 2:45 PM 151800000343100021110121 3:00 PM 250100000343300022190134 3:15 PM 270400000352700029110133 3:30 PM 211500000544100022120156 3:45 PM 221500000504800024110161 4:00 PM 2511200000433200023190155 4:15 PM 230600000444300034130163 4:30 PM 292900000304100033140158 4:45 PM 201600000363500035140147 5:00 PM 241600000393400033140151 5:15 PM 311400000384100026170158 5:30 PM 2201000000373900019110138 5:45 PM 160300000321800025100104 6:00 PM 18050000024190002770100 6:15 PM 13030000030230001812099 6:30 PM 23160000018210002660101 6:45 PM 13010000020300001716097 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :424121070000066162800049624202570 APPROACH %'s :78.08% 2.21% 19.71% 0.00%51.28% 48.72% 0.00% 0.00% 0.00% 67.21% 32.79% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :10452500000143151000127590614 PEAK HR FACTOR :0.839 0.625 0.694 0.000 0.000 0.000 0.000 0.000 0.917 0.921 0.000 0.000 0.000 0.907 0.868 0.000 04:30 PM - 05:30 PM 0.9720.838 0.930 0.949 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 12:15 PM - 01:15 PM 0.8990.933 0.882 0.793 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.8280.776 0.828 0.880 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-001 5/3/2022 Data - Total I-81 NB Ramps I-81 NB Ramps Reliance Rd Reliance Rd D-1 National Data & Surveying ServicesIntersection Turning Movement Count Location:I-81 SB Ramps & Reliance Rd City:Middletown Project ID: Control:1-Way Stop(SB)Date: NS/EW Streets: 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 0000701800351301170091 6:15 AM 00008029004829032000137 6:30 AM 0 0 0 0100340 054200 2240 0144 6:45 AM 0 0 0 0121440 046260 3340 0166 7:00 AM 00006127005733043800166 7:15 AM 00006055006132054900208 7:30 AM 00002137007728046100210 7:45 AM 00009054004729055200196 8:00 AM 00007047004124013500155 8:15 AM 00002141004926033600158 8:30 AM 00006128005218023900146 8:45 AM 0 0 0 0100330 038240 1350 0141 9:00 AM 00004028003119012800111 9:15 AM 0000702000291501220094 9:30 AM 00008127004214035400149 9:45 AM 0 0 0 0110440 032180 2350 0142 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 115 6 566 0 0 739 368 0 41 579 0 0 2414 APPROACH %'s :16.74% 0.87% 82.39% 0.00% 0.00% 66.76% 33.24% 0.00% 6.61% 93.39% 0.00% 0.00% PEAK HR :07:00 AM 37 TOTAL PEAK HR VOL :00002321730024212201820000780 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.639 0.500 0.786 0.000 0.000 0.786 0.924 0.000 0.900 0.820 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 00003126003519032100108 10:15 AM 0 0 0 0130190 036150 6200 0109 10:30 AM 0 0 0 0110180 030150 2260 0102 10:45 AM 00003020005116003100121 11:00 AM 00004024004622052700128 11:15 AM 0 0 0 0100280 039300 5360 0148 11:30 AM 00007036003917013100131 11:45 AM 0 0 0 0100330 040120 4280 0127 12:00 PM 0 0 0 0100220 049210 5310 0138 12:15 PM 00003027004818014100138 12:30 PM 00006030005214023800142 12:45 PM 00004231003412043800125 1:00 PM 00009020004416074100137 1:15 PM 00005028004811042800124 1:30 PM 00003121005212033200124 1:45 PM 00006032004224043800146 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 107 4 415 0 0 685 274 0 56 507 0 0 2048 APPROACH %'s :20.34% 0.76% 78.90% 0.00% 0.00% 71.43% 28.57% 0.00% 9.95% 90.05% 0.00% 0.00% PEAK HR :11:45 AM 12:00 AM TOTAL PEAK HR VOL :0000290112001896501213800545 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.725 0.000 0.848 0.000 0.000 0.909 0.774 0.000 0.600 0.841 0.000 0.000 0000010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 00008020003925053200129 2:15 PM 00004024003011043400107 2:30 PM 0 0 0 0141340 041220 3410 0156 2:45 PM 00007035005723003600158 3:00 PM 00009138005918014600172 3:15 PM 0 0 0 0120360 049150 3510 0166 3:30 PM 00008040008825034200206 3:45 PM 0 0 0 0110380 086250 1440 0205 4:00 PM 00007032006819004800174 4:15 PM 0 0 0 0170450 071190 4540 0210 4:30 PM 0 0 0 0120490 058240 5550 0203 4:45 PM 00009051006324065100204 5:00 PM 0 0 0 0140450 060280 4520 0203 5:15 PM 0 0 0 0150500 063290 4540 0215 5:30 PM 0 0 0 0151450 060200 2370 0180 5:45 PM 00001003400406033900132 6:00 PM 0 0 0 0100400 033140 2440 0143 6:15 PM 0 0 0 0110350 043140 1300 0134 6:30 PM 00009230003012024700132 6:45 PM 0000802100429032700110 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 0 0 0 210 5 742 0 0 1080 382 0 56 864 0 0 3339 APPROACH %'s :21.94% 0.52% 77.53% 0.00% 0.00% 73.87% 26.13% 0.00% 6.09% 93.91% 0.00% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :00005001950024410501921200825 PEAK HR FACTOR :0.000 0.000 0.000 0.000 0.833 0.000 0.956 0.000 0.000 0.968 0.905 0.000 0.792 0.964 0.000 0.000 04:30 PM - 05:30 PM 0.9590.942 0.948 0.963 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 11:45 AM - 12:45 PM 0.9600.820 0.907 0.893 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 07:00 AM - 08:00 AM 0.9290.786 0.867 0.838 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-002 5/3/2022 Data - Total I-81 SB Ramps I-81 SB Ramps Reliance Rd Reliance Rd D-2 National Data & Surveying ServicesIntersection Turning Movement CountLocation:Valley Pike/US Rte 11/Main St & Reliance RdCity:MiddletownProject ID:Control:2-Way Stop(EB/WB)Date:NS/EW Streets:Explanation for extra leg movements1100011000010010100NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALMovements entering the extra leg6:00 AM1161700131000011101111000000082 SR2 Movements coming from SB on Valley Pike/US Rte 11/Main St entering into the Extra Leg (Showalter Auto Repair Dwy)6:15 AM112250011101000010132500000081 WT2 Movements coming from WB on Reliance Rd entering into the Extra Leg(Showalter Auto Repair Dwy)6:30 AM1202200151400012102316000000106 NL2 Movements coming from NB on Valley Pike/US Rte 11/Main St entering into the Extra Leg(Showalter Auto Repair Dwy)6:45 AM127230118111001210261190000001327:00 AM1162600216000221020135001000132Movements exiting the extra leg7:15 AM02428003118200132024051000000184 E2L2 Movements exiting from Extra Leg (Showalter Auto Repair Dwy) entering into Valley Pike/US Rte 11/Main St heading NB7:30 AM04628003712100132021145000000197 E2T2 Movements exiting from Extra Leg(Showalter Auto Repair Dwy) entering into Reliance Rd heading EB7:45 AM22822002716000111021062000000181 E2R2 Movements exiting from Extra Leg (Showalter Auto Repair Dwy) entering into Valley Pike/US Rte 11/Main St heading SB8:00 AM23319001726000040024232000000159 E2U2 Movements exiting from Extra Leg (Showalter Auto Repair Dwy) entering into Reliance Rd heading EB8:15 AM031260016251000100190350000001548:30 AM033180030310001220184360000001758:45 AM232190025250001400132430100001679:00 AM022130019211000230222280001001349:15 AM12513001524200010091200000001119:30 AM025150019211000220133360000001379:45 AM12119001820300010019245000000149NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALTOTAL VOLUMES :134113330133229013001031170296235080111002281APPROACH %'s :1.72% 54.22% 43.93% 0.00% 0.13% 52.28% 45.67% 2.05% 0.00% 0.00% 17.24% 53.45% 29.31% 0.00% 35.75% 2.78% 61.35% 0.00% 0.12% 50.00% 50.00% 0.00% 0.00%PEAK HR :07:15 AM38TOTALPEAK HR VOL :413197001127230031150903190000000721PEAK HR FACTOR :0.500 0.712 0.866 0.000 0.000 0.757 0.692 0.375 0.000 0.000 0.750 0.688 0.625 0.000 0.938 0.375 0.766 0.000 0.000 0.000 0.000 0.000 0.000HeadersNBL NBT NBR NBU NBL2 SBL SBT SBR SBU SBR2 EBL EBT EBR EBU WBL WBT WBR WBU WBT2 EB2L2 EB2T2 EB2R2 EB2U211000110000100101000000NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTAL10:00 AM1281900251500005101432000000013110:15 AM1341500222320000201221100000012410:30 AM032900202420022101321700000012410:45 AM2311100493110002101182900000017611:00 AM2312500302660024102011700000016511:15 AM1251200224140014202242700000016511:30 AM2261100273110024302022200000015111:45 AM3252200222340000202542402001015712:00 PM0241700363210031201933010000016912:15 PM0233000283620001102152800000017512:30 PM0321900233810016201812901000017112:45 PM217100118271115330226351110001551:00 PM031250020293001330202170000001541:15 PM131210018250001210204160000001401:30 PM231250024382000420153170000001631:45 PM32821002939200114025623000000182NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALTOTAL VOLUMES :204492920141347832111942310297563622410102502APPROACH %'s :2.62% 58.92% 38.32% 0.00% 0.13% 44.65% 51.68% 3.46% 0.11% 0.11% 20.65% 45.65% 33.70% 0.00% 41.19% 7.77% 50.21% 0.28% 0.55% 50.00% 0.00% 50.00% 0.00%PEAK HR :11:45 AM12:00 AMTOTALPEAK HR VOL :3104880010912980048708313111130010672PEAK HR FACTOR :0.250 0.813 0.733 0.000 0.000 0.757 0.849 0.500 0.000 0.000 0.333 0.333 0.875 0.000 0.830 0.650 0.925 0.250 0.375 0.000 0.000 0.250 0.00011000110000100101000000NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTAL2:00 PM430220024362002330201180000201672:15 PM22570018291001320250221000101372:30 PM330220028304001150245250000001782:45 PM32730002441200322023320000100181 6633:00 PM12926002944300452021335110110206 7023:15 PM02423012940601326031425000020197 7623:30 PM03655004753400012026322000000249 8333:45 PM42636014549301124025330000001231 8834:00 PM23125004941300144031131010100225 9024:15 PM63737003042200122027733010010228 9334:30 PM12332003454200054033637000000231 9154:45 PM21927004053200021027429000000206 8905:00 PM23125003459100221037333001000231 8965:15 PM12222003552100452041330010000219 8875:30 PM32122012830200041031220000110167 8235:45 PM11614001740000122035215011110149 7666:00 PM11915111339401332031620001010161 6966:15 PM01525011725200211029214030200139 6166:30 PM11218011632100113033418000220145 5946:45 PM41114021916100153016615011120118 563NL NT NRNU NL2 SL ST SRSU SR2 EL ET EREU WL WT WRWU WT2 E2L2 E2T2 E2R2 E2U2TOTALTOTAL VOLUMES :41 484 497 1 8 576 805 46 0 3 31 55 52 0 566 68 492 2 9 4 10 14 1 3765APPROACH %'s :3.98% 46.94% 48.21% 0.10% 0.78% 40.28% 56.29% 3.22% 0.00% 0.21% 22.46% 39.86% 37.68% 0.00% 49.78% 5.98% 43.27% 0.18% 0.79% 13.79% 34.48% 48.28% 3.45%PEAK HR :04:15 PM12:00 AMTOTALPEAK HR VOL :11110121001382087003118012420132011010896PEAK HR FACTOR :0.458 0.743 0.818 0.000 0.000 0.863 0.881 0.875 0.000 0.000 0.375 0.550 0.500 0.000 0.838 0.714 0.892 0.000 0.250 0.250 0.000 0.250 0.00004:15 PM - 05:15 PM0.9700.756 0.929 0.611 0.911PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND11:45 AM - 12:45 PM0.9600.920 0.891 0.528 0.959NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND EASTBOUND207:15 AM - 08:15 AM0.9150.784 0.917 0.792 0.852AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND22-260042-0035/3/2022Data - TotalValley Pike/US Rte 11/Main StValley Pike/US Rte 11/Main StReliance RdReliance RdD-3 National Data & Surveying ServicesIntersection Turning Movement Count Location:Valley Pike/US Rte 11/Main St & Mustang Ln City:Middletown Project ID: Control:1-Way Stop(WB)Date: NS/EW Streets: 0110110000000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 01640212000000201037 6:15 AM 01800316000000001038 6:30 AM 01820218000000401045 6:45 AM 02640120000000302056 7:00 AM 03450021000000301064 7:15 AM 04430136000000001085 7:30 AM 056607350000002010107 7:45 AM 0511009460000002000118 8:00 AM 03770741000000001093 8:15 AM 0361001734000000200099 8:30 AM 0292702243000000190150155 8:45 AM 0282402632000000170380165 9:00 AM 040403310000001208098 9:15 AM 03450133000000403080 9:30 AM 03610336000000003079 9:45 AM 04110041000000003086 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :054411301044950000007007901405 APPROACH %'s :0.00% 82.80% 17.20% 0.00% 17.36% 82.64% 0.00% 0.00%46.98% 0.00% 53.02% 0.00% PEAK HR :08:15 AM 42 TOTAL PEAK HR VOL :013365068140000000500610517 PEAK HR FACTOR :0.000 0.831 0.602 0.000 0.654 0.814 0.000 0.000 0.000 0.000 0.000 0.000 0.658 0.000 0.401 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0110110000000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 03700126000000002066 10:15 AM 04300236000000101083 10:30 AM 03800145000000100085 10:45 AM 04920047000000001099 11:00 AM 04630237010000302094 11:15 AM 045001580000000020106 11:30 AM 03810044000000000083 11:45 AM 03820038000000100079 12:00 PM 04500146000000101094 12:15 PM 03600150000010202092 12:30 PM 04110150100000001095 12:45 PM 02820042000000001073 1:00 PM 04420040000000000086 1:15 PM 03910031000000001072 1:30 PM 03550252000000101096 1:45 PM 043004560000002030108 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0645190166981100101201801411 APPROACH %'s :0.00% 97.14% 2.86% 0.00% 2.23% 97.49% 0.14% 0.14% 0.00% 0.00% 100.00% 0.00% 40.00% 0.00% 60.00% 0.00% PEAK HR :10:30 AM 12:00 AM TOTAL PEAK HR VOL :01785041870100004050384 PEAK HR FACTOR :0.000 0.908 0.417 0.000 0.500 0.806 0.000 0.250 0.000 0.000 0.000 0.000 0.333 0.000 0.625 0.000 0110110000000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 048202450000001040102 2:15 PM 03350042000000102083 2:30 PM 04440539000000002094 2:45 PM 041509580000000010114 3:00 PM 049603600000002020122 3:15 PM 0399017540000005020126 3:30 PM 03970871000000250310181 3:45 PM 04730465000000200120151 4:00 PM 0513036110000013080140 4:15 PM 05210013660000003090153 4:30 PM 04740369000000180200161 4:45 PM 040101780000002040126 5:00 PM 044102750000002050129 5:15 PM 041202580000004020109 5:30 PM 03000343010000201080 5:45 PM 02400043001000105074 6:00 PM 02700046000000000073 6:15 PM 02700039100000000067 6:30 PM 01700038000000200057 6:45 PM 02510033000000000059 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 765 63 0 75 1083 211000101011002201 APPROACH %'s :0.00% 92.39% 7.61% 0.00% 6.46% 93.28% 0.17% 0.09% 100.00% 0.00% 0.00% 0.00% 47.87% 0.00% 52.13% 0.00% PEAK HR :04:00 PM 12:00 AM TOTAL PEAK HR VOL :019018020274100000360410580 PEAK HR FACTOR :0.000 0.913 0.450 0.000 0.385 0.878 0.250 0.000 0.000 0.000 0.000 0.000 0.500 0.000 0.513 0.000 04:00 PM - 05:00 PM 0.9010.839 0.934 0.507 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 10:30 AM - 11:30 AM 0.9060.897 0.814 0.450 NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 08:15 AM - 09:15 AM 0.7830.884 0.800 0.505 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 22-260042-004 5/3/2022 Data - Total Valley Pike/US Rte 11/Main St Valley Pike/US Rte 11/Main St Mustang Ln Mustang Ln D-4 Hester Trust Property Traffic Impact Study APPENDIX E Existing Intersection Levels of Service and Queues (2022) HCM 6th TWSC 2022 Existing AM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 8.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Future Vol, veh/h 196 69 0 0 88 74 132 1 16 0 0 0 Conflicting Peds, #/hr 0 00000000000 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 85 85 85 85 85 85 85 85 85 85 85 85 Heavy Vehicles, % 3 33333333333 Mvmt Flow 231 81 0 0 104 87 155 1 19 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 191 0 - - - 0 691 734 81 Stage 1 ------543543- Stage 2 ------148191- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1377 - 0 0 - - 409 346 976 Stage 1 - - 0 0 - - 580 518 - Stage 2 - - 0 0 - - 877 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1377 -----3370976 Mov Cap-2 Maneuver ------3370- Stage 1 ------4780- Stage 2 ------8770- Approach EB WB NB HCM Control Delay, s 6 0 23.8 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)363 1377 - - - HCM Lane V/C Ratio 0.483 0.167 - - - HCM Control Delay (s) 23.8 8.1 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 2.5 0.6 - - - E-1 HCM 6th TWSC 2022 Existing AM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 3.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 242 122 18 200 0000232173 Future Vol, veh/h 0 242 122 18 200 0000232173 Conflicting Peds, #/hr 0 00000000000 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 93 93 93 93 93 93 93 93 93 93 93 93 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 260 131 19 215 0000252186 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 391 0 0 579 644 215 Stage 1 ------ 253253- Stage 2 ------ 326391- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1162 - 0 475 390 822 Stage 1 0 ----0 787696- Stage 2 0 ----0 729605- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1162 - -466 0 822 Mov Cap-2 Maneuver ------4660- Stage 1 ------ 7870- Stage 2 ------ 7150- Approach EB WB SB HCM Control Delay, s 0 0.7 11.6 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1162 - 754 HCM Lane V/C Ratio - - 0.017 - 0.282 HCM Control Delay (s) - - 8.2 0 11.6 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.2 E-2 HCM 6th TWSC 2022 Existing AM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 6.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 93 0 190 0 134 108 112 75 0 Future Vol, veh/h 0 0 0 93 0 190 0 134 108 112 75 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91 Heavy Vehicles, % 3 33333555555 Mvmt Flow 0 0 0 102 0 209 0 147 119 123 82 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 639 594 82 535 535 207 82 0 0 266 0 0 Stage 1 328 328 - 207 207 ------- Stage 2 311 266 - 328 328 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 387 417 975 455 450 831 1497 - - 1281 - - Stage 1 683 645 - 793 729 ------- Stage 2 697 687 - 683 645 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 269 377 975 422 407 831 1497 - - 1281 - - Mov Cap-2 Maneuver 269 377 - 422 407 ------- Stage 1 683 583 - 793 729 ------- Stage 2 522 687 - 617 583 ------- Approach EB WB NB SB HCM Control Delay, s 0 12.6 0 4.9 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1497 - - - 422 831 1281 - - HCM Lane V/C Ratio ----0.242 0.251 0.096 - - HCM Control Delay (s) 0 - - 0 16.2 10.8 8.1 - - HCM Lane LOS A - - A C B A - - HCM 95th %tile Q(veh) 0 - - - 0.9 1 0.3 - - E-3 HCM 6th TWSC 2022 Existing AM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 3.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 61 133 65 68 140 Future Vol, veh/h 50 61 133 65 68 140 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 85 85 85 85 85 85 Heavy Vehicles, % 2 25225 Mvmt Flow 59 72 156 76 80 165 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 481 156 0 0 232 0 Stage 1 156 ----- Stage 2 325 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 544 890 - - 1336 - Stage 1 872 ----- Stage 2 732 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 511 890 - - 1336 - Mov Cap-2 Maneuver 511 ----- Stage 1 872 ----- Stage 2 688 ----- Approach WB NB SB HCM Control Delay, s 11.7 0 2.6 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 667 1336 - HCM Lane V/C Ratio - - 0.196 0.06 - HCM Control Delay (s) - - 11.7 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.7 0.2 - E-4 HCM 6th TWSC 2022 Existing PM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Page 1 Intersection Int Delay, s/veh 5.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Future Vol, veh/h 143 151 0 0 127 59 104 5 25 0 0 0 Conflicting Peds, #/hr 0 00000000000 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 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 147 156 0 0 131 61 107 5 26 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 192 0 - - - 0 612 642 156 Stage 1 ------450450- Stage 2 ------162192- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - 0 0 - - 455 391 887 Stage 1 - - 0 0 - - 640 570 - Stage 2 - - 0 0 - - 865 740 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1375 -----4020887 Mov Cap-2 Maneuver ------4020- Stage 1 ------5650- Stage 2 ------8650- Approach EB WB NB HCM Control Delay, s 3.9 0 16.5 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)450 1375 - - - HCM Lane V/C Ratio 0.307 0.107 - - - HCM Control Delay (s) 16.5 7.9 0 - - HCM Lane LOS C A A - - HCM 95th %tile Q(veh) 1.3 0.4 - - - E-5 HCM 6th TWSC 2022 Existing PM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Page 2 Intersection Int Delay, s/veh 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 244 105 19 212 0000500195 Future Vol, veh/h 0 244 105 19 212 0000500195 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 254 109 20 221 0000520203 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 363 0 0 570 624 221 Stage 1 ------ 261261- Stage 2 ------ 309363- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 1190 - 0 481 400 816 Stage 1 0 ----0 780690- Stage 2 0 ----0 742623- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1190 - -472 0 816 Mov Cap-2 Maneuver ------4720- Stage 1 ------ 7800- Stage 2 ------ 7280- Approach EB WB SB HCM Control Delay, s 0 0.7 12.9 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1190 - 710 HCM Lane V/C Ratio - - 0.017 - 0.359 HCM Control Delay (s) - - 8.1 0 12.9 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 1.6 E-6 HCM 6th TWSC 2022 Existing PM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Page 3 Intersection Int Delay, s/veh 6.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 144 1 132 0 113 132 138 215 0 Future Vol, veh/h 1 0 1 144 1 132 0 113 132 138 215 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333555555 Mvmt Flow 1 0 1 148 1 136 0 116 136 142 222 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 759 758 222 691 690 184 222 0 0 252 0 0 Stage 1 506 506 - 184 184 ------- Stage 2 253 252 - 507 506 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 322 335 815 358 367 856 1329 - - 1296 - - Stage 1 547 538 - 815 746 ------- Stage 2 749 697 - 546 538 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 248 298 815 328 327 856 1329 - - 1296 - - Mov Cap-2 Maneuver 248 298 - 328 327 ------- Stage 1 547 479 - 815 746 ------- Stage 2 629 697 - 486 479 ------- Approach EB WB NB SB HCM Control Delay, s 14.5 17.7 0 3.2 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1329 - - 380 328 856 1296 - - HCM Lane V/C Ratio - - - 0.005 0.456 0.159 0.11 - - HCM Control Delay (s) 0 - - 14.5 24.8 10 8.1 - - HCM Lane LOS A - - B C B A - - HCM 95th %tile Q(veh) 0 - - 0 2.3 0.6 0.4 - - E-7 HCM 6th TWSC 2022 Existing PM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Page 4 Intersection Int Delay, s/veh 1.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 41 190 18 20 275 Future Vol, veh/h 36 41 190 18 20 275 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 40 46 211 20 22 306 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 561 211 0 0 231 0 Stage 1 211 ----- Stage 2 350 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 489 829 - - 1337 - Stage 1 824 ----- Stage 2 713 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 481 829 - - 1337 - Mov Cap-2 Maneuver 481 ----- Stage 1 824 ----- Stage 2 702 ----- Approach WB NB SB HCM Control Delay, s 11.7 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 619 1337 - HCM Lane V/C Ratio - - 0.138 0.017 - HCM Control Delay (s) - - 11.7 7.7 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0.1 - E-8 Hester Trust Property Traffic Impact Study APPENDIX F Individual Pipeline Peak Hour Forecasts SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure F-1Village at Middletown Trip AssignmentsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 1137/950/00/00/029/7433/6742/860/00/00/00/029/740/042/8612/320/00/00/00/014/29FUTUREINTERSECTIONFUTUREINTERSECTION0/01/22/57/140/04/83/81/20/00/00/00/0 F-1 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure F-2Seasons of Middletown Trip AssignmentsHester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 118/260/00/00/06/2018/1223/150/00/00/00/06/200/023/153/90/00/00/00/08/5FUTUREINTERSECTIONFUTUREINTERSECTION0/03/90/00/00/014/4641/278/50/00/00/00/0 F-2 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure F-3ABy-Right Gas Station Trip Assignments (Primary)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 110/00/05/100/020/160/07/1611/1028/2611/100/00/00/028/262/40/00/00/00/05/4FUTUREINTERSECTIONFUTUREINTERSECTION0/00/02/45/40/015/125/120/00/00/00/00/0 F-3 SITEV A L L E Y P I K E M A I N S T R E E T MUSTANGLANE11123456INTERSTATE81RELIANCE ROADNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\22.0609 GRAPHICS.DWGFigure F-3BBy-Right Gas Station Trip Assignments (Primary)Hester Trust PropertyFrederick County, VirginiaAM PEAK HOURPM PEAK HOUR000 / 0001RELIANCEROADI-81 NBOFF-RAMPI-81 NBRELIANCEROADON-RAMP2I-81 SBON-RAMPI-81 SBOFF-RAMP3PRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 114LANEMUSTANG5DRIVEWAYSOUTH SITERELIANCEROADRELIANCEROADROADRELIANCEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 116DRIVEWAYNORTH SITEVALLEY PIKEUS ROUTE 11VALLEY PIKEUS ROUTE 110/00/00/00/00/00/00/022/1215/815/80/0-15/-822/12-22/-120/00/00/00/00/00/0FUTUREINTERSECTIONFUTUREINTERSECTION0/00/00/00/00/00/00/00/00/00/00/00/0F-4 Hester Trust Property Traffic Impact Study APPENDIX G Future Conditions without Development Levels of Service and Queues (2025) HCM 6th TWSC 2025 Background AM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 13.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 245 121 0 0 134 109 156 1 42 0 0 0 Future Vol, veh/h 245 121 0 0 134 109 156 1 42 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 266 132 0 0 146 118 170 1 46 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 264 0 - - - 0 869 928 132 Stage 1 ------664664- Stage 2 ------205264- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1300 - 0 0 - - 322 268 917 Stage 1 - - 0 0 - - 512 458 - Stage 2 - - 0 0 - - 829 690 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1300 -----2510917 Mov Cap-2 Maneuver ------2510- Stage 1 ------3990- Stage 2 ------8290- Approach EB WB NB HCM Control Delay, s 5.7 0 43.8 HCM LOS E Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)297 1300 - - - HCM Lane V/C Ratio 0.728 0.205 - - - HCM Control Delay (s) 43.8 8.5 0 - - HCM Lane LOS E A A - - HCM 95th %tile Q(veh) 5.3 0.8 - - - G-1 HCM 6th TWSC 2025 Background AM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 3.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 321 177 32 261 0000292223 Future Vol, veh/h 0 321 177 32 261 0000292223 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 349 192 35 284 0000322242 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 541 0 0 799 895 284 Stage 1 ------ 354354- Stage 2 ------ 445541- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 1028 - 0 355 280 755 Stage 1 0 ----0 710630- Stage 2 0 ----0 646521- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 1028 - -341 0 755 Mov Cap-2 Maneuver ------3410- Stage 1 ------ 7100- Stage 2 ------ 6200- Approach EB WB SB HCM Control Delay, s 0 0.9 14.3 HCM LOS B Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 1028 - 662 HCM Lane V/C Ratio - - 0.034 - 0.417 HCM Control Delay (s) - - 8.6 0 14.3 HCM Lane LOS - - A A B HCM 95th %tile Q(veh) - - 0.1 - 2.1 G-2 HCM 6th TWSC 2025 Background AM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 129 0 208 0 147 160 119 81 0 Future Vol, veh/h 0 0 0 129 0 208 0 147 160 119 81 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 140 0 226 0 160 174 129 88 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 706 680 88 593 593 247 88 0 0 334 0 0 Stage 1 346 346 - 247 247 ------- Stage 2 360 334 - 346 346 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 351 373 970 417 418 792 1508 - - 1225 - - Stage 1 670 635 - 757 702 ------- Stage 2 658 643 - 670 635 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 231 334 970 383 374 792 1508 - - 1225 - - Mov Cap-2 Maneuver 231 334 - 383 374 ------- Stage 1 670 568 - 757 702 ------- Stage 2 470 643 - 599 568 ------- Approach EB WB NB SB HCM Control Delay, s 0 14.6 0 4.9 HCM LOS A B Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1508 - - - 383 792 1225 - - HCM Lane V/C Ratio ----0.366 0.285 0.106 - - HCM Control Delay (s) 0 - - 0 19.7 11.4 8.3 - - HCM Lane LOS A - - A C B A - - HCM 95th %tile Q(veh) 0 - - - 1.6 1.2 0.4 - - G-3 HCM 6th TWSC 2025 Background AM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 3.2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 61 164 65 68 161 Future Vol, veh/h 50 61 164 65 68 161 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 54 66 178 71 74 175 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 501 178 0 0 249 0 Stage 1 178 ----- Stage 2 323 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 530 865 - - 1317 - Stage 1 853 ----- Stage 2 734 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 500 865 - - 1317 - Mov Cap-2 Maneuver 500 ----- Stage 1 853 ----- Stage 2 693 ----- Approach WB NB SB HCM Control Delay, s 11.8 0 2.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 651 1317 - HCM Lane V/C Ratio - - 0.185 0.056 - HCM Control Delay (s) - - 11.8 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.7 0.2 - G-4 Queues 2025 Background AM (IMPR) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT NBT Lane Group Flow (vph) 398 264 217 v/c Ratio 0.50 0.22 0.65 Control Delay 6.8 4.6 34.3 Queue Delay 0.0 0.0 0.0 Total Delay 6.8 4.6 34.3 Queue Length 50th (ft) 35 28 86 Queue Length 95th (ft) 58 69 141 Internal Link Dist (ft) 514 805 446 Turn Bay Length (ft) Base Capacity (vph) 790 1176 523 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.50 0.22 0.41 Intersection Summary G-5 HCM 6th Signalized Intersection Summary 2025 Background AM (IMPR) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 245 121 0 0 134 109 156 1 42 0 0 0 Future Volume (veh/h) 245 121 0 0 134 109 156 1 42 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 266 132 0 0 146 118 170 1 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 619 292 0 0 654 528 214 1 58 Arrive On Green 1.00 1.00 0.00 0.00 0.68 0.68 0.16 0.16 0.16 Sat Flow, veh/h 789 428 0 0 957 774 1360 8 368 Grp Volume(v), veh/h 398 000026421700 Grp Sat Flow(s),veh/h/ln 1216 00001731 1736 0 0 Q Serve(g_s), s 2.7 0.0 0.0 0.0 0.0 4.3 9.0 0.0 0.0 Cycle Q Clear(g_c), s 7.0 0.0 0.0 0.0 0.0 4.3 9.0 0.0 0.0 Prop In Lane 0.67 0.00 0.00 0.45 0.78 0.21 Lane Grp Cap(c), veh/h 911 00001182 273 0 0 V/C Ratio(X) 0.44 0.00 0.00 0.00 0.00 0.22 0.80 0.00 0.00 Avail Cap(c_a), veh/h 911 00001182 509 0 0 HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.91 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.2 0.0 0.0 0.0 0.0 4.4 30.5 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.0 0.0 0.0 0.4 5.3 0.0 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 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.0 0.0 1.1 4.0 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.6 0.0 0.0 0.0 0.0 4.9 35.7 0.0 0.0 LnGrp LOS AAAAAADAA Approach Vol, veh/h 398 264 217 Approach Delay, s/veh 1.6 4.9 35.7 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 57.2 57.2 17.8 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 41.0 41.0 22.0 Max Q Clear Time (g_c+I1), s 9.0 6.3 11.0 Green Ext Time (p_c), s 2.8 1.5 0.9 Intersection Summary HCM 6th Ctrl Delay 11.0 HCM 6th LOS B G-6 Queues 2025 Background AM (IMPR) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Lane Group EBT WBT SBT Lane Group Flow (vph) 541 319 276 v/c Ratio 0.42 0.26 0.68 Control Delay 5.4 5.4 15.5 Queue Delay 0.0 0.0 0.0 Total Delay 5.4 5.4 15.5 Queue Length 50th (ft) 61 13 15 Queue Length 95th (ft) 162 148 76 Internal Link Dist (ft) 1910 514 640 Turn Bay Length (ft) Base Capacity (vph) 1298 1237 668 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.42 0.26 0.41 Intersection Summary G-7 HCM 6th Signalized Intersection Summary 2025 Background AM (IMPR) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 321 177 32 261 0000292223 Future Volume (veh/h) 0 321 177 32 261 0000292223 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 349 192 35 284 0 32 2 242 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 720 396 132 1017 0 38 2 289 Arrive On Green 0.00 0.63 0.63 1.00 1.00 0.00 0.21 0.21 0.21 Sat Flow, veh/h 0 1134 624 124 1602 0 186 12 1409 Grp Volume(v), veh/h 0 0 541 319 0 0 276 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1758 1726 0 0 1607 0 0 Q Serve(g_s), s 0.0 0.0 12.2 0.0 0.0 0.0 12.4 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 12.2 0.0 0.0 0.0 12.4 0.0 0.0 Prop In Lane 0.00 0.35 0.11 0.00 0.12 0.88 Lane Grp Cap(c), veh/h 0 0 1116 1149 0 0 330 0 0 V/C Ratio(X)0.00 0.00 0.48 0.28 0.00 0.00 0.84 0.00 0.00 Avail Cap(c_a), veh/h 0 0 1116 1149 0 0 493 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.98 0.98 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 7.2 0.0 0.0 0.0 28.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 1.5 0.6 0.0 0.0 7.8 0.0 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 %ile BackOfQ(50%),veh/ln 0.0 0.0 3.6 0.2 0.0 0.0 5.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 8.7 0.6 0.0 0.0 36.4 0.0 0.0 LnGrp LOS AAAAAA DAA Approach Vol, veh/h 541 319 276 Approach Delay, s/veh 8.7 0.6 36.4 Approach LOS A A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 53.6 21.4 53.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 40.0 23.0 40.0 Max Q Clear Time (g_c+I1), s 14.2 14.4 2.0 Green Ext Time (p_c), s 3.4 1.1 1.9 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B G-8 Queues 2025 Background AM (IMPR) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 140 226 334 129 88 v/c Ratio 0.43 0.28 0.60 0.23 0.07 Control Delay 24.1 2.6 18.5 7.2 6.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 24.1 2.6 18.5 7.2 6.2 Queue Length 50th (ft) 36 0 68 16 11 Queue Length 95th (ft) 97 31 163 44 32 Internal Link Dist (ft) 1910 1328 4435 Turn Bay Length (ft) 242 285 Base Capacity (vph) 824 1200 1293 892 1828 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.17 0.19 0.26 0.14 0.05 Intersection Summary G-9 HCM 6th Signalized Intersection Summary 2025 Background AM (IMPR) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 129 0 208 0 147 160 119 81 0 Future Volume (veh/h) 0 0 0 129 0 208 0 147 160 119 81 0 Initial Q (Qb), veh 000000000000 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 0 0 140 0 226 0 160 174 129 88 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 366 0 451 0 458 0 226 246 445 962 0 Arrive On Green 0.00 0.00 0.00 0.20 0.00 0.20 0.00 0.28 0.28 0.09 0.51 0.00 Sat Flow, veh/h 0 1870 0 1418 0 1585 0 819 891 1781 1870 0 Grp Volume(v), veh/h 0 0 0 140 0 226 0 0 334 129 88 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1418 0 1585 0 0 1710 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 3.6 0.0 4.9 0.0 0.0 7.3 1.9 1.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.6 0.0 4.9 0.0 0.0 7.3 1.9 1.0 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.52 1.00 0.00 Lane Grp Cap(c), veh/h 0 366 0 451 0 458 0 0 472 445 962 0 V/C Ratio(X) 0.00 0.00 0.00 0.31 0.00 0.49 0.00 0.00 0.71 0.29 0.09 0.00 Avail Cap(c_a), veh/h 0 1175 0 1065 0 1144 0 0 1488 1140 2803 0 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 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 14.8 0.0 12.2 0.0 0.0 13.5 8.8 5.1 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 0.8 0.0 0.0 2.0 0.4 0.0 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 0.0 0.0 0.0 0.9 0.0 1.3 0.0 0.0 2.5 0.6 0.3 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 15.2 0.0 13.0 0.0 0.0 15.5 9.1 5.2 0.0 LnGrp LOS AAABABAABAAA Approach Vol, veh/h 0 366 334 217 Approach Delay, s/veh 0.0 13.9 15.5 7.5 Approach LOS B B A Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 9.9 17.4 14.1 27.3 14.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 26.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 3.9 9.3 0.0 3.0 6.9 Green Ext Time (p_c), s 0.3 2.2 0.0 0.5 1.3 Intersection Summary HCM 6th Ctrl Delay 12.9 HCM 6th LOS B G-10 HCM 6th TWSC 2025 Background PM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 20.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 236 194 0 0 165 83 193 5 44 0 0 0 Future Vol, veh/h 236 194 0 0 165 83 193 5 44 0 0 0 Conflicting Peds, #/hr 0 00000000000 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 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 243 200 0 0 170 86 199 5 45 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 256 0 - - - 0 899 942 200 Stage 1 ------686686- Stage 2 ------213256- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1303 - 0 0 - - 308 262 838 Stage 1 - - 0 0 - - 498 446 - Stage 2 - - 0 0 - - 820 694 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1303 -----2430838 Mov Cap-2 Maneuver ------2430- Stage 1 ------3930- Stage 2 ------8200- Approach EB WB NB HCM Control Delay, s 4.6 0 69.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)280 1303 - - - HCM Lane V/C Ratio 0.891 0.187 - - - HCM Control Delay (s) 69.2 8.4 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 8 0.7 - - - G-11 HCM 6th TWSC 2025 Background PM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 7.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 368 187 30 328 0000620322 Future Vol, veh/h 0 368 187 30 328 0000620322 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 383 195 31 342 0000650335 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 578 0 0 885 982 342 Stage 1 ------ 404404- Stage 2 ------ 481578- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 991 - 0 314 248 698 Stage 1 0 ----0 672597- Stage 2 0 ----0 620500- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 991 - -302 0 698 Mov Cap-2 Maneuver ------3020- Stage 1 ------ 6720- Stage 2 ------ 5960- Approach EB WB SB HCM Control Delay, s 0 0.7 24.2 HCM LOS C Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 991 - 576 HCM Lane V/C Ratio - - 0.032 - 0.694 HCM Control Delay (s) - - 8.8 0 24.2 HCM Lane LOS - - A A C HCM 95th %tile Q(veh) - - 0.1 - 5.5 G-12 HCM 6th TWSC 2025 Background PM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 13.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 214 1 154 0 123 183 151 233 0 Future Vol, veh/h 1 0 1 214 1 154 0 123 183 151 233 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333555555 Mvmt Flow 1 0 1 221 1 159 0 127 189 156 240 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 854 868 240 775 774 222 240 0 0 316 0 0 Stage 1 552 552 - 222 222 ------- Stage 2 302 316 - 553 552 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 278 289 796 314 328 815 1309 - - 1227 - - Stage 1 516 513 - 778 718 ------- Stage 2 705 653 - 516 513 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 202 252 796 283 286 815 1309 - - 1227 - - Mov Cap-2 Maneuver 202 252 - 283 286 ------- Stage 1 516 448 - 778 718 ------- Stage 2 567 653 - 450 448 ------- Approach EB WB NB SB HCM Control Delay, s 16.3 34.6 0 3.3 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1309 - - 322 283 815 1227 - - HCM Lane V/C Ratio - - - 0.006 0.783 0.195 0.127 - - HCM Control Delay (s) 0 - - 16.3 51.8 10.5 8.4 - - HCM Lane LOS A - - C F B A - - HCM 95th %tile Q(veh) 0 - - 0 6.1 0.7 0.4 - - G-13 HCM 6th TWSC 2025 Background PM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 1.7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 41 234 18 20 328 Future Vol, veh/h 36 41 234 18 20 328 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 40 46 260 20 22 364 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 668 260 0 0 280 0 Stage 1 260 ----- Stage 2 408 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 423 779 - - 1283 - Stage 1 783 ----- Stage 2 671 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 416 779 - - 1283 - Mov Cap-2 Maneuver 416 ----- Stage 1 783 ----- Stage 2 660 ----- Approach WB NB SB HCM Control Delay, s 12.7 0 0.5 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 553 1283 - HCM Lane V/C Ratio - - 0.155 0.017 - HCM Control Delay (s) - - 12.7 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0.1 - G-14 Queues 2025 Background PM (IMPR) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT NBT Lane Group Flow (vph) 443 256 249 v/c Ratio 0.53 0.22 0.74 Control Delay 6.2 4.9 40.3 Queue Delay 0.0 0.0 0.0 Total Delay 6.2 4.9 40.3 Queue Length 50th (ft) 43 32 102 Queue Length 95th (ft) 67 63 174 Internal Link Dist (ft) 514 805 446 Turn Bay Length (ft) Base Capacity (vph) 834 1169 391 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.53 0.22 0.64 Intersection Summary G-15 HCM 6th Signalized Intersection Summary 2025 Background PM (IMPR) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 236 194 0 0 165 83 193 5 44 0 0 0 Future Volume (veh/h) 236 194 0 0 165 83 193 5 44 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 243 200 0 0 170 86 199 5 45 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %330033333 Cap, veh/h 530 416 0 0 777 393 237 6 54 Arrive On Green 1.00 1.00 0.00 0.00 0.67 0.67 0.17 0.17 0.17 Sat Flow, veh/h 682 623 0 0 1162 588 1383 35 313 Grp Volume(v), veh/h 443 000025624900 Grp Sat Flow(s),veh/h/ln 1305 00001750 1730 0 0 Q Serve(g_s), s 2.5 0.0 0.0 0.0 0.0 4.3 10.4 0.0 0.0 Cycle Q Clear(g_c), s 6.8 0.0 0.0 0.0 0.0 4.3 10.4 0.0 0.0 Prop In Lane 0.55 0.00 0.00 0.34 0.80 0.18 Lane Grp Cap(c), veh/h 947 00001169 297 0 0 V/C Ratio(X) 0.47 0.00 0.00 0.00 0.00 0.22 0.84 0.00 0.00 Avail Cap(c_a), veh/h 947 00001169 381 0 0 HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.88 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.1 0.0 0.0 0.0 0.0 4.8 30.1 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.0 0.0 0.0 0.0 0.4 12.3 0.0 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 %ile BackOfQ(50%),veh/ln 0.4 0.0 0.0 0.0 0.0 1.1 5.2 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 1.6 0.0 0.0 0.0 0.0 5.3 42.4 0.0 0.0 LnGrp LOS AAAAAADAA Approach Vol, veh/h 443 256 249 Approach Delay, s/veh 1.6 5.3 42.4 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 56.1 56.1 18.9 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 46.5 46.5 16.5 Max Q Clear Time (g_c+I1), s 8.8 6.3 12.4 Green Ext Time (p_c), s 3.1 1.5 0.5 Intersection Summary HCM 6th Ctrl Delay 13.3 HCM 6th LOS B G-16 Queues 2025 Background PM (IMPR) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Lane Group EBT WBT SBT Lane Group Flow (vph) 578 373 400 v/c Ratio 0.47 0.31 0.77 Control Delay 7.3 7.7 16.3 Queue Delay 0.0 0.0 0.0 Total Delay 7.3 7.7 16.3 Queue Length 50th (ft) 79 95 28 Queue Length 95th (ft) 225 224 99 Internal Link Dist (ft) 1910 514 640 Turn Bay Length (ft) Base Capacity (vph) 1239 1199 729 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.47 0.31 0.55 Intersection Summary G-17 HCM 6th Signalized Intersection Summary 2025 Background PM (IMPR) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 368 187 30 328 0000620322 Future Volume (veh/h) 0 368 187 30 328 0000620322 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856 Adj Flow Rate, veh/h 0 383 195 31 342 0 65 0 335 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %033330 333 Cap, veh/h 0 652 332 96 945 0 72 0 372 Arrive On Green 0.00 0.56 0.56 1.00 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 1159 590 78 1680 0 260 0 1341 Grp Volume(v), veh/h 0 0 578 373 0 0 400 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1749 1758 0 0 1601 0 0 Q Serve(g_s), s 0.0 0.0 16.2 0.0 0.0 0.0 18.1 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 16.2 0.0 0.0 0.0 18.1 0.0 0.0 Prop In Lane 0.00 0.34 0.08 0.00 0.16 0.84 Lane Grp Cap(c), veh/h 0 0 984 1042 0 0 444 0 0 V/C Ratio(X)0.00 0.00 0.59 0.36 0.00 0.00 0.90 0.00 0.00 Avail Cap(c_a), veh/h 0 0 984 1042 0 0 491 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.96 0.98 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 10.7 0.0 0.0 0.0 26.1 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.5 0.9 0.0 0.0 18.5 0.0 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 %ile BackOfQ(50%),veh/ln 0.0 0.0 5.4 0.3 0.0 0.0 8.8 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 13.2 0.9 0.0 0.0 44.6 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 578 373 400 Approach Delay, s/veh 13.2 0.9 44.6 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 48.2 26.8 48.2 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 40.0 23.0 40.0 Max Q Clear Time (g_c+I1), s 18.2 20.1 2.0 Green Ext Time (p_c), s 3.6 0.7 2.3 Intersection Summary HCM 6th Ctrl Delay 19.1 HCM 6th LOS B G-18 Queues 2025 Background PM (IMPR) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 159 316 156 240 v/c Ratio 0.00 0.63 0.18 0.66 0.33 0.26 Control Delay 0.0 28.5 2.2 22.2 10.2 9.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 28.5 2.2 22.2 10.2 9.3 Queue Length 50th (ft) 0 64 0 66 25 40 Queue Length 95th (ft) 0 155 24 174 68 101 Internal Link Dist (ft)67 1910 1328 4435 Turn Bay Length (ft)242 285 Base Capacity (vph) 767 637 1201 1122 716 1722 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.35 0.13 0.28 0.22 0.14 Intersection Summary G-19 HCM 6th Signalized Intersection Summary 2025 Background PM (IMPR) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 214 1 154 0 123 183 151 233 0 Future Volume (veh/h) 1 0 1 214 1 154 0 123 183 151 233 0 Initial Q (Qb), veh 000000000000 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 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1 0 1 221 1 159 0 127 189 156 240 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 169 37 87 465 1 537 0 175 260 416 896 0 Arrive On Green 0.25 0.00 0.25 0.25 0.25 0.25 0.00 0.26 0.26 0.09 0.49 0.00 Sat Flow, veh/h 205 148 353 1248 6 1572 0 663 986 1739 1826 0 Grp Volume(v), veh/h 2 0 0 222 0 159 0 0 316 156 240 0 Grp Sat Flow(s),veh/h/ln 706 0 0 1254 0 1572 0 0 1648 1739 1826 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 8.0 2.7 3.5 0.0 Cycle Q Clear(g_c), s 7.9 0.0 0.0 7.9 0.0 3.4 0.0 0.0 8.0 2.7 3.5 0.0 Prop In Lane 0.50 0.50 1.00 1.00 0.00 0.60 1.00 0.00 Lane Grp Cap(c), veh/h 292 0 0 467 0 537 0 0 435 416 896 0 V/C Ratio(X) 0.01 0.00 0.00 0.48 0.00 0.30 0.00 0.00 0.73 0.38 0.27 0.00 Avail Cap(c_a), veh/h 736 0 0 921 0 1045 0 0 1300 1013 2481 0 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 13.4 0.0 0.0 15.9 0.0 11.0 0.0 0.0 15.3 10.2 6.8 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.8 0.0 0.3 0.0 0.0 2.3 0.6 0.2 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 0.0 0.0 0.0 1.7 0.0 0.9 0.0 0.0 2.8 0.9 1.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 13.4 0.0 0.0 16.7 0.0 11.3 0.0 0.0 17.6 10.8 7.0 0.0 LnGrp LOS BAABABAABBAA Approach Vol, veh/h 2 381 316 396 Approach Delay, s/veh 13.4 14.4 17.6 8.5 Approach LOS BBBA Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 10.3 18.1 17.3 28.4 17.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 26.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 4.7 10.0 9.9 5.5 9.9 Green Ext Time (p_c), s 0.3 2.1 0.0 1.6 1.5 Intersection Summary HCM 6th Ctrl Delay 13.2 HCM 6th LOS B G-20 Hester Trust Property Traffic Impact Study APPENDIX H Future Conditions with Development Levels of Service and Queues (2025) HCM 6th TWSC 2025 Total Future AM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 162.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 263 124 0 0 159 109 361 1 42 0 0 0 Future Vol, veh/h 263 124 0 0 159 109 361 1 42 0 0 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 286 135 0 0 173 118 392 1 46 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 291 0 - - - 0 939 998 135 Stage 1 ------707707- Stage 2 ------232291- Critical Hdwy 4.12 -----6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy 2.218 -----3.518 4.018 3.318 Pot Cap-1 Maneuver 1271 - 0 0 - - ~ 293 244 914 Stage 1 - - 0 0 - - 489 438 - Stage 2 - - 0 0 - - 807 672 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1271 -----~ 2220914 Mov Cap-2 Maneuver ------~ 2220- Stage 1 ------~ 3700- Stage 2 ------8070- Approach EB WB NB HCM Control Delay, s 5.9 0 $ 420.5 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)241 1271 - - - HCM Lane V/C Ratio 1.822 0.225 - - - HCM Control Delay (s) $ 420.5 8.7 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 30.2 0.9 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon H-1 HCM 6th TWSC 2025 Total Future AM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 10.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 342 206 32 491 0000292351 Future Vol, veh/h 0 342 206 32 491 0000292351 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 372 224 35 534 0000322382 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 596 0 0 1088 1200 534 Stage 1 ------ 604604- Stage 2 ------ 484596- Critical Hdwy - - - 4.12 - -6.42 6.52 6.22 Critical Hdwy Stg 1 ------5.42 5.52 - Critical Hdwy Stg 2 ------5.42 5.52 - Follow-up Hdwy - - - 2.218 - - 3.518 4.018 3.318 Pot Cap-1 Maneuver 0 - - 980 - 0 239 185 546 Stage 1 0 ----0 546488- Stage 2 0 ----0 620492- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 980 - -227 0 546 Mov Cap-2 Maneuver ------2270- Stage 1 ------ 5460- Stage 2 ------ 5880- Approach EB WB SB HCM Control Delay, s 0 0.5 40.3 HCM LOS E Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 980 - 493 HCM Lane V/C Ratio - - 0.035 - 0.842 HCM Control Delay (s) - - 8.8 0 40.3 HCM Lane LOS - - A A E HCM 95th %tile Q(veh) - - 0.1 - 8.5 H-2 HCM 6th TWSC 2025 Total Future AM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 18.4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 0 0 129 0 567 0 223 160 169 91 0 Future Vol, veh/h 0 0 0 129 0 567 0 223 160 169 91 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 0 0 0 140 0 616 0 242 174 184 99 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1104 883 99 796 796 329 99 0 0 416 0 0 Stage 1 467 467 - 329 329 ------- Stage 2 637 416 - 467 467 ------- Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - 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 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 188 285 957 305 320 712 1494 - - 1143 - - Stage 1 576 562 - 684 646 ------- Stage 2 465 592 - 576 562 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 22 239 957 267 268 712 1494 - - 1143 - - Mov Cap-2 Maneuver 22 239 - 267 268 ------- Stage 1 576 472 - 684 646 ------- Stage 2 62 592 - 483 472 ------- Approach EB WB NB SB HCM Control Delay, s 0 33.3 0 5.7 HCM LOS A D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1494 - - - 267 712 1143 - - HCM Lane V/C Ratio ----0.525 0.866 0.161 - - HCM Control Delay (s) 0 - - 0 32.5 33.5 8.8 - - HCM Lane LOS A - - A D D A - - HCM 95th %tile Q(veh) 0 - - - 2.8 10.4 0.6 - - H-3 HCM 6th TWSC 2025 Total Future AM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.9 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 50 61 590 65 68 218 Future Vol, veh/h 50 61 590 65 68 218 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 54 66 641 71 74 237 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 1026 641 0 0 712 0 Stage 1 641 ----- Stage 2 385 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 260 475 - - 888 - Stage 1 525 ----- Stage 2 688 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 238 475 - - 888 - Mov Cap-2 Maneuver 238 ----- Stage 1 525 ----- Stage 2 631 ----- Approach WB NB SB HCM Control Delay, s 22.2 0 2.2 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 328 888 - HCM Lane V/C Ratio - - 0.368 0.083 - HCM Control Delay (s) - - 22.2 9.4 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 1.6 0.3 - H-4 HCM 6th TWSC 2025 Total Future AM 5: Valley Pike & Site Driveway 1 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 0.8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 3 406 256 25 255 Future Vol, veh/h 36 3 406 256 25 255 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 39 3 441 278 27 277 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 772 441 0 0 719 0 Stage 1 441 ----- Stage 2 331 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 368 616 - - 882 - Stage 1 648 ----- Stage 2 728 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 357 616 - - 882 - Mov Cap-2 Maneuver 471 ----- Stage 1 648 ----- Stage 2 705 ----- Approach WB NB SB HCM Control Delay, s 13.2 0 0.8 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 480 882 - HCM Lane V/C Ratio - - 0.088 0.031 - HCM Control Delay (s) - - 13.2 9.2 0 HCM Lane LOS - - B A A HCM 95th %tile Q(veh) - - 0.3 0.1 - H-5 HCM 6th TWSC 2025 Total Future AM 6: Valley Pike & SIte Driveway 2 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 1.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 24 7 230 179 51 256 Future Vol, veh/h 24 7 230 179 51 256 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 25252 Mvmt Flow 26 8 250 195 55 278 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 638 250 0 0 445 0 Stage 1 250 ----- Stage 2 388 ----- Critical Hdwy 6.42 6.22 - - 4.15 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.245 - Pot Cap-1 Maneuver 441 789 - - 1099 - Stage 1 792 ----- Stage 2 686 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 419 789 - - 1099 - Mov Cap-2 Maneuver 513 ----- Stage 1 792 ----- Stage 2 652 ----- Approach WB NB SB HCM Control Delay, s 11.9 0 1.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 557 1099 - HCM Lane V/C Ratio - - 0.06 0.05 - HCM Control Delay (s) - - 11.9 8.4 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.2 0.2 - H-6 Queues 2025 Total Future AM (Impr) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT NBT Lane Group Flow (vph) 421 291 439 v/c Ratio 0.64 0.29 0.89 Control Delay 11.1 7.5 46.9 Queue Delay 0.0 0.0 0.0 Total Delay 11.1 7.5 46.9 Queue Length 50th (ft) 131 49 187 Queue Length 95th (ft) 63 91 #344 Internal Link Dist (ft) 514 805 446 Turn Bay Length (ft) Base Capacity (vph) 653 1019 521 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.64 0.29 0.84 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-7 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Impr) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 263 124 0 0 159 109 361 1 42 0 0 0 Future Volume (veh/h) 263 124 0 0 159 109 361 1 42 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 286 135 0 0 173 118 392 1 46 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %220022222 Cap, veh/h 489 216 0 0 585 399 432 1 51 Arrive On Green 0.94 0.94 0.00 0.00 0.56 0.56 0.28 0.28 0.28 Sat Flow, veh/h 722 382 0 0 1036 707 1570 4 184 Grp Volume(v), veh/h 421 000029143900 Grp Sat Flow(s),veh/h/ln 1104 00001743 1759 0 0 Q Serve(g_s), s 8.3 0.0 0.0 0.0 0.0 6.5 18.1 0.0 0.0 Cycle Q Clear(g_c), s 14.9 0.0 0.0 0.0 0.0 6.5 18.1 0.0 0.0 Prop In Lane 0.68 0.00 0.00 0.41 0.89 0.10 Lane Grp Cap(c), veh/h 705 000098548400 V/C Ratio(X) 0.60 0.00 0.00 0.00 0.00 0.30 0.91 0.00 0.00 Avail Cap(c_a), veh/h 705 000098551600 HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.86 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 2.0 0.0 0.0 0.0 0.0 8.5 26.3 0.0 0.0 Incr Delay (d2), s/veh 3.2 0.0 0.0 0.0 0.0 0.8 19.2 0.0 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 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.0 0.0 0.0 2.1 9.7 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 5.2 0.0 0.0 0.0 0.0 9.3 45.4 0.0 0.0 LnGrp LOS AAAAAADAA Approach Vol, veh/h 421 291 439 Approach Delay, s/veh 5.2 9.3 45.4 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 48.4 48.4 26.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 41.0 41.0 22.0 Max Q Clear Time (g_c+I1), s 16.9 8.5 20.1 Green Ext Time (p_c), s 2.9 1.7 0.5 Intersection Summary HCM 6th Ctrl Delay 21.6 HCM 6th LOS C H-8 Queues 2025 Total Future AM (Impr) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Lane Group EBT WBT SBT Lane Group Flow (vph) 596 569 416 v/c Ratio 0.50 0.48 0.79 Control Delay 8.7 11.6 19.7 Queue Delay 0.0 0.0 0.0 Total Delay 8.7 11.6 19.7 Queue Length 50th (ft) 97 220 51 Queue Length 95th (ft) 254 m335 125 Internal Link Dist (ft) 1910 514 640 Turn Bay Length (ft) Base Capacity (vph) 1199 1175 704 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.50 0.48 0.59 Intersection Summary m Volume for 95th percentile queue is metered by upstream signal. H-9 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Impr) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 342 206 32 491 0000292351 Future Volume (veh/h) 0 342 206 32 491 0000292351 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1870 1870 1870 1870 0 1870 1870 1870 Adj Flow Rate, veh/h 0 372 224 35 534 0 32 2 382 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %022220 222 Cap, veh/h 0 606 365 84 962 0 35 2 420 Arrive On Green 0.00 0.55 0.55 1.00 1.00 0.00 0.29 0.29 0.29 Sat Flow, veh/h 0 1093 658 59 1736 0 123 8 1469 Grp Volume(v), veh/h 0 0 596 569 0 0 416 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1752 1795 0 0 1600 0 0 Q Serve(g_s), s 0.0 0.0 17.2 0.0 0.0 0.0 18.8 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 17.2 0.0 0.0 0.0 18.8 0.0 0.0 Prop In Lane 0.00 0.38 0.06 0.00 0.08 0.92 Lane Grp Cap(c), veh/h 0 0 971 1046 0 0 457 0 0 V/C Ratio(X)0.00 0.00 0.61 0.54 0.00 0.00 0.91 0.00 0.00 Avail Cap(c_a), veh/h 0 0 971 1046 0 0 491 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.95 0.97 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 11.3 0.0 0.0 0.0 25.9 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.8 2.0 0.0 0.0 20.3 0.0 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 %ile BackOfQ(50%),veh/ln 0.0 0.0 5.9 0.6 0.0 0.0 9.3 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 14.0 2.0 0.0 0.0 46.1 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 596 569 416 Approach Delay, s/veh 14.0 2.0 46.1 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 47.6 27.4 47.6 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 40.0 23.0 40.0 Max Q Clear Time (g_c+I1), s 19.2 20.8 2.0 Green Ext Time (p_c), s 3.7 0.6 3.9 Intersection Summary HCM 6th Ctrl Delay 18.1 HCM 6th LOS B H-10 Queues 2025 Total Future AM (Impr) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 140 616 416 184 99 v/c Ratio 0.46 0.66 0.66 0.33 0.08 Control Delay 28.9 7.4 21.9 7.6 5.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.9 7.4 21.9 7.6 5.9 Queue Length 50th (ft) 43 29 111 25 13 Queue Length 95th (ft) 116 139 246 63 37 Internal Link Dist (ft) 1910 1328 4435 Turn Bay Length (ft) 242 285 Base Capacity (vph) 728 1182 1187 834 1746 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.19 0.52 0.35 0.22 0.06 Intersection Summary H-11 HCM 6th Signalized Intersection Summary 2025 Total Future AM (Impr) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 129 0 567 0 223 160 169 91 0 Future Volume (veh/h) 0 0 0 129 0 567 0 223 160 169 91 0 Initial Q (Qb), veh 000000000000 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 0 0 140 0 616 0 242 174 184 99 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 0 679 0 615 0 731 0 291 209 337 878 0 Arrive On Green 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.29 0.29 0.10 0.47 0.00 Sat Flow, veh/h 0 1870 0 1418 0 1585 0 1012 728 1781 1870 0 Grp Volume(v), veh/h 0 0 0 140 0 616 0 0 416 184 99 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1418 0 1585 0 0 1739 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 5.0 0.0 24.5 0.0 0.0 16.0 4.8 2.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 5.0 0.0 24.5 0.0 0.0 16.0 4.8 2.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.42 1.00 0.00 Lane Grp Cap(c), veh/h 0 679 0 615 0 731 0 0 500 337 878 0 V/C Ratio(X) 0.00 0.00 0.00 0.23 0.00 0.84 0.00 0.00 0.83 0.55 0.11 0.00 Avail Cap(c_a), veh/h 0 679 0 615 0 731 0 0 874 659 1619 0 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 0.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 16.1 0.0 17.0 0.0 0.0 23.9 16.5 10.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 8.8 0.0 0.0 3.7 1.4 0.1 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 0.0 0.0 0.0 1.4 0.0 9.0 0.0 0.0 6.7 1.9 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 16.3 0.0 25.8 0.0 0.0 27.6 17.9 10.7 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 756 416 283 Approach Delay, s/veh 0.0 24.1 27.6 15.4 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.0 26.6 32.0 39.6 32.0 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 26.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 6.8 18.0 0.0 4.1 26.5 Green Ext Time (p_c), s 0.4 2.5 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 23.4 HCM 6th LOS C H-12 HCM 6th TWSC 2025 Total Future PM 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 37 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 277 202 0 0 166 83 204 5 44 0 0 0 Future Vol, veh/h 277 202 0 0 166 83 204 5 44 0 0 0 Conflicting Peds, #/hr 0 00000000000 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 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333333333 Mvmt Flow 286 208 0 0 171 86 210 5 45 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 257 0 - - - 0 994 1037 208 Stage 1 ------780780- Stage 2 ------214257- Critical Hdwy 4.13 -----6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy 2.227 -----3.527 4.027 3.327 Pot Cap-1 Maneuver 1302 - 0 0 - - 271 230 830 Stage 1 - - 0 0 - - 450 404 - Stage 2 - - 0 0 - - 819 693 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1302 -----~ 2040830 Mov Cap-2 Maneuver ------~ 2040- Stage 1 ------3380- Stage 2 ------8190- Approach EB WB NB HCM Control Delay, s 4.9 0 134.2 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)236 1302 - - - HCM Lane V/C Ratio 1.105 0.219 - - - HCM Control Delay (s) 134.2 8.5 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 11.6 0.8 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon H-13 HCM 6th TWSC 2025 Total Future PM 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 7.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 417 252 30 340 0000620330 Future Vol, veh/h 0 417 252 30 340 0000620330 Conflicting Peds, #/hr 0 00000000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None Storage Length ------------ Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 96 96 96 96 96 96 96 96 96 96 96 96 Heavy Vehicles, % 3 33333333333 Mvmt Flow 0 434 263 31 354 0000650344 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 697 0 0 982 1113 354 Stage 1 ------ 416416- Stage 2 ------ 566697- Critical Hdwy - - - 4.13 - -6.43 6.53 6.23 Critical Hdwy Stg 1 ------5.43 5.53 - Critical Hdwy Stg 2 ------5.43 5.53 - Follow-up Hdwy - - - 2.227 - - 3.527 4.027 3.327 Pot Cap-1 Maneuver 0 - - 895 - 0 275 208 688 Stage 1 0 ----0 664590- Stage 2 0 ----0 566441- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 895 - -263 0 688 Mov Cap-2 Maneuver ------2630- Stage 1 ------ 6640- Stage 2 ------ 5420- Approach EB WB SB HCM Control Delay, s 0 0.7 28.3 HCM LOS D Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 895 - 548 HCM Lane V/C Ratio - - 0.035 - 0.745 HCM Control Delay (s) - - 9.2 0 28.3 HCM Lane LOS - - A A D HCM 95th %tile Q(veh) - - 0.1 - 6.4 H-14 HCM 6th TWSC 2025 Total Future PM 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 42 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 1 0 1 214 1 173 0 126 183 266 257 0 Future Vol, veh/h 1 0 1 214 1 173 0 126 183 266 257 0 Conflicting Peds, #/hr 0 00000000000 Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None Storage Length -----242---285-- Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97 Heavy Vehicles, % 3 33333555555 Mvmt Flow 1 0 1 221 1 178 0 130 189 274 265 0 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1127 1132 265 1039 1038 225 265 0 0 319 0 0 Stage 1 813 813 - 225 225 ------- Stage 2 314 319 - 814 813 ------- Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.15 - - 4.15 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 ------- Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 ------- Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.245 - - 2.245 - - Pot Cap-1 Maneuver 181 202 771 ~ 208 230 812 1282 - - 1224 - - Stage 1 371 390 - 775 716 ------- Stage 2 695 651 - 370 390 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 116 157 771 ~ 172 178 812 1282 - - 1224 - - Mov Cap-2 Maneuver 116 157 - ~ 172 178 ------- Stage 1 371 303 - 775 716 ------- Stage 2 542 651 - 287 303 ------- Approach EB WB NB SB HCM Control Delay, s 23 126 0 4.5 HCM LOS C F Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1282 - - 202 172 812 1224 - - HCM Lane V/C Ratio - - - 0.01 1.289 0.22 0.224 - - HCM Control Delay (s) 0 - - 23 218.8 10.7 8.8 - - HCM Lane LOS A - - C F B A - - HCM 95th %tile Q(veh) 0 - - 0 12.7 0.8 0.9 - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon H-15 HCM 6th TWSC 2025 Total Future PM 4: Valley Pike & Mustang Ln 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 1.5 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 36 41 252 18 20 457 Future Vol, veh/h 36 41 252 18 20 457 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 282 303 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 40 46 280 20 22 508 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 832 280 0 0 300 0 Stage 1 280 ----- Stage 2 552 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 339 759 - - 1261 - Stage 1 767 ----- Stage 2 577 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 333 759 - - 1261 - Mov Cap-2 Maneuver 333 ----- Stage 1 767 ----- Stage 2 567 ----- Approach WB NB SB HCM Control Delay, s 14.2 0 0.3 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 475 1261 - HCM Lane V/C Ratio - - 0.18 0.018 - HCM Control Delay (s) - - 14.2 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.7 0.1 - H-16 HCM 6th TWSC 2025 Total Future PM 5: Valley Pike & Site Driveway 1 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 81 8 286 13 1 406 Future Vol, veh/h 81 8 286 13 1 406 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 90 9 318 14 1 451 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 771 318 0 0 332 0 Stage 1 318 ----- Stage 2 453 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 368 723 - - 1227 - Stage 1 738 ----- Stage 2 640 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 368 723 - - 1227 - Mov Cap-2 Maneuver 479 ----- Stage 1 738 ----- Stage 2 639 ----- Approach WB NB SB HCM Control Delay, s 14.1 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 494 1227 - HCM Lane V/C Ratio - - 0.2 0.001 - HCM Control Delay (s) - - 14.1 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.7 0 - H-17 HCM 6th TWSC 2025 Total Future PM 6: Valley Pike & SIte Driveway 2 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 1.3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 57 16 284 10 2 350 Future Vol, veh/h 57 16 284 10 2 350 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 25225 Mvmt Flow 62 17 309 11 2 380 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 693 309 0 0 320 0 Stage 1 309 ----- Stage 2 384 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 409 731 - - 1240 - Stage 1 745 ----- Stage 2 688 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 408 731 - - 1240 - Mov Cap-2 Maneuver 512 ----- Stage 1 745 ----- Stage 2 687 ----- Approach WB NB SB HCM Control Delay, s 12.7 0 0 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 548 1240 - HCM Lane V/C Ratio - - 0.145 0.002 - HCM Control Delay (s) - - 12.7 7.9 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0 - H-18 Queues 2025 Total Future PM (Impr) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT NBT Lane Group Flow (vph) 494 257 260 v/c Ratio 0.61 0.22 0.75 Control Delay 7.1 4.9 41.4 Queue Delay 0.0 0.0 0.0 Total Delay 7.1 4.9 41.4 Queue Length 50th (ft) 47 33 107 Queue Length 95th (ft) 72 64 #189 Internal Link Dist (ft) 514 805 446 Turn Bay Length (ft) Base Capacity (vph) 814 1161 391 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.61 0.22 0.66 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. H-19 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Impr) 1: I-81 NB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 277 202 0 0 166 83 204 5 44 0 0 0 Future Volume (veh/h) 277 202 0 0 166 83 204 5 44 0 0 0 Initial Q (Qb), veh 000000000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 286 208 0 0 171 86 210 5 45 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %330033333 Cap, veh/h 544 377 0 0 771 388 248 6 53 Arrive On Green 1.00 1.00 0.00 0.00 0.66 0.66 0.18 0.18 0.18 Sat Flow, veh/h 707 569 0 0 1164 586 1399 33 300 Grp Volume(v), veh/h 494 000025726000 Grp Sat Flow(s),veh/h/ln 1276 00001750 1732 0 0 Q Serve(g_s), s 3.7 0.0 0.0 0.0 0.0 4.4 10.9 0.0 0.0 Cycle Q Clear(g_c), s 8.0 0.0 0.0 0.0 0.0 4.4 10.9 0.0 0.0 Prop In Lane 0.58 0.00 0.00 0.33 0.81 0.17 Lane Grp Cap(c), veh/h 921 00001159 308 0 0 V/C Ratio(X) 0.54 0.00 0.00 0.00 0.00 0.22 0.85 0.00 0.00 Avail Cap(c_a), veh/h 921 00001159 381 0 0 HCM Platoon Ratio 1.67 1.67 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.80 0.00 0.00 0.00 0.00 1.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.2 0.0 0.0 0.0 0.0 5.0 29.8 0.0 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.0 0.0 0.0 0.4 13.5 0.0 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 %ile BackOfQ(50%),veh/ln 0.5 0.0 0.0 0.0 0.0 1.2 5.5 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 2.0 0.0 0.0 0.0 0.0 5.5 43.3 0.0 0.0 LnGrp LOS AAAAAADAA Approach Vol, veh/h 494 257 260 Approach Delay, s/veh 2.0 5.5 43.3 Approach LOS A A D Timer - Assigned Phs 2 6 8 Phs Duration (G+Y+Rc), s 55.7 55.7 19.3 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 46.5 46.5 16.5 Max Q Clear Time (g_c+I1), s 10.0 6.4 12.9 Green Ext Time (p_c), s 3.6 1.5 0.5 Intersection Summary HCM 6th Ctrl Delay 13.5 HCM 6th LOS B H-20 Queues 2025 Total Future PM (Impr) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 3 Lane Group EBT WBT SBT Lane Group Flow (vph) 697 385 409 v/c Ratio 0.56 0.33 0.77 Control Delay 8.8 8.0 16.3 Queue Delay 0.0 0.0 0.0 Total Delay 8.8 8.0 16.3 Queue Length 50th (ft) 107 108 28 Queue Length 95th (ft) 307 233 99 Internal Link Dist (ft) 1910 514 640 Turn Bay Length (ft) Base Capacity (vph) 1234 1183 735 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.56 0.33 0.56 Intersection Summary H-21 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Impr) 2: I-81 SB Ramp & Reliance Rd 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 417 252 30 340 0000620330 Future Volume (veh/h) 0 417 252 30 340 0000620330 Initial Q (Qb), veh 000000 000 Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No Adj Sat Flow, veh/h/ln 0 1856 1856 1856 1856 0 1856 1856 1856 Adj Flow Rate, veh/h 0 434 262 31 354 0 65 0 344 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %033330 333 Cap, veh/h 0 605 365 87 868 0 72 0 380 Arrive On Green 0.00 0.56 0.56 1.00 1.00 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 1084 654 63 1555 0 254 0 1346 Grp Volume(v), veh/h 0 0 696 385 0 0 409 0 0 Grp Sat Flow(s),veh/h/ln 0 0 1738 1617 0 0 1601 0 0 Q Serve(g_s), s 0.0 0.0 22.1 2.3 0.0 0.0 18.5 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 22.1 24.5 0.0 0.0 18.5 0.0 0.0 Prop In Lane 0.00 0.38 0.08 0.00 0.16 0.84 Lane Grp Cap(c), veh/h 0 0 970 954 0 0 451 0 0 V/C Ratio(X)0.00 0.00 0.72 0.40 0.00 0.00 0.91 0.00 0.00 Avail Cap(c_a), veh/h 0 0 970 954 0 0 491 0 0 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I)0.00 0.00 0.84 0.98 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 12.2 0.2 0.0 0.0 26.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 3.8 1.2 0.0 0.0 19.5 0.0 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 %ile BackOfQ(50%),veh/ln 0.0 0.0 7.6 0.3 0.0 0.0 9.1 0.0 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 16.1 1.5 0.0 0.0 45.5 0.0 0.0 LnGrp LOS AABAAA DAA Approach Vol, veh/h 696 385 409 Approach Delay, s/veh 16.1 1.5 45.5 Approach LOS B A D Timer - Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 47.9 27.1 47.9 Change Period (Y+Rc), s 6.0 6.0 6.0 Max Green Setting (Gmax), s 40.0 23.0 40.0 Max Q Clear Time (g_c+I1), s 24.1 20.5 26.5 Green Ext Time (p_c), s 4.1 0.7 1.8 Intersection Summary HCM 6th Ctrl Delay 20.4 HCM 6th LOS C H-22 Queues 2025 Total Future PM (Impr) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 5 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 178 319 274 265 v/c Ratio 0.00 0.65 0.19 0.68 0.52 0.27 Control Delay 0.0 31.9 2.0 24.7 12.3 9.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 31.9 2.0 24.7 12.3 9.1 Queue Length 50th (ft) 0 71 0 75 48 46 Queue Length 95th (ft) 0 173 26 194 118 112 Internal Link Dist (ft)67 1910 1328 4435 Turn Bay Length (ft)242 285 Base Capacity (vph) 725 593 1149 1052 696 1666 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.37 0.15 0.30 0.39 0.16 Intersection Summary H-23 HCM 6th Signalized Intersection Summary 2025 Total Future PM (Impr) 3: Reliance Rd & Main St 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Future Volume (veh/h) 1 0 1 214 1 173 0 126 183 266 257 0 Initial Q (Qb), veh 000000000000 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 1856 1856 1856 1856 1856 1856 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 1 0 1 221 1 178 0 130 189 274 265 0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %333333555555 Cap, veh/h 144 32 75 431 1 641 0 172 249 477 947 0 Arrive On Green 0.26 0.00 0.26 0.26 0.26 0.26 0.00 0.26 0.26 0.15 0.52 0.00 Sat Flow, veh/h 168 123 292 1154 5 1572 0 672 978 1739 1826 0 Grp Volume(v), veh/h 2 0 0 222 0 178 0 0 319 274 265 0 Grp Sat Flow(s),veh/h/ln 583 0 0 1159 0 1572 0 0 1650 1739 1826 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 4.0 0.0 0.0 9.5 5.5 4.4 0.0 Cycle Q Clear(g_c), s 10.3 0.0 0.0 10.3 0.0 4.0 0.0 0.0 9.5 5.5 4.4 0.0 Prop In Lane 0.50 0.50 1.00 1.00 0.00 0.59 1.00 0.00 Lane Grp Cap(c), veh/h 251 0 0 432 0 641 0 0 421 477 947 0 V/C Ratio(X) 0.01 0.00 0.00 0.51 0.00 0.28 0.00 0.00 0.76 0.57 0.28 0.00 Avail Cap(c_a), veh/h 565 0 0 757 0 1004 0 0 1114 867 2123 0 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 0.00 1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 15.4 0.0 0.0 18.6 0.0 10.6 0.0 0.0 18.3 11.5 7.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.9 0.0 0.2 0.0 0.0 2.8 1.1 0.2 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 0.0 0.0 0.0 2.2 0.0 1.1 0.0 0.0 3.6 1.9 1.4 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 15.4 0.0 0.0 19.5 0.0 10.8 0.0 0.0 21.2 12.6 7.4 0.0 LnGrp LOS BAABABAACBAA Approach Vol, veh/h 2 400 319 539 Approach Delay, s/veh 15.4 15.6 21.2 10.0 Approach LOS B B C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 14.1 19.6 19.7 33.7 19.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 26.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.5 11.5 12.3 6.4 12.3 Green Ext Time (p_c), s 0.6 2.1 0.0 1.7 1.4 Intersection Summary HCM 6th Ctrl Delay 14.6 HCM 6th LOS B H-24 HCM 6th TWSC Total Future (1-Driveway) AM 5: Valley Pike & Site Driveway 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 1.6 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 60 10 227 434 76 231 Future Vol, veh/h 60 10 227 434 76 231 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 22222 Mvmt Flow 65 11 247 472 83 251 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 664 247 0 0 719 0 Stage 1 247 ----- Stage 2 417 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 426 792 - - 882 - Stage 1 794 ----- Stage 2 665 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 386 792 - - 882 - Mov Cap-2 Maneuver 481 ----- Stage 1 794 ----- Stage 2 602 ----- Approach WB NB SB HCM Control Delay, s 13.3 0 2.4 HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 510 882 - HCM Lane V/C Ratio - - 0.149 0.094 - HCM Control Delay (s) - - 13.3 9.5 - HCM Lane LOS - - B A - HCM 95th %tile Q(veh) - - 0.5 0.3 - H-25 HCM 6th TWSC Total Future (1 Driveway) PM 5: Valley Pike & Site Driveway 07/25/2022 Hester Property Synchro 11 Report Wells + Associates Page 1 Intersection Int Delay, s/veh 3.1 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Vol, veh/h 138 24 276 23 3 349 Future Vol, veh/h 138 24 276 23 3 349 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - - 200 200 - Veh in Median Storage, # 0 - 0 - - 0 Grade, % 0 - 0 - - 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 25225 Mvmt Flow 153 27 307 26 3 388 Major/Minor Minor1 Major1 Major2 Conflicting Flow All 701 307 0 0 333 0 Stage 1 307 ----- Stage 2 394 ----- Critical Hdwy 6.42 6.22 - - 4.12 - Critical Hdwy Stg 1 5.42 ----- Critical Hdwy Stg 2 5.42 ----- Follow-up Hdwy 3.518 3.318 - - 2.218 - Pot Cap-1 Maneuver 405 733 - - 1226 - Stage 1 746 ----- Stage 2 681 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 404 733 - - 1226 - Mov Cap-2 Maneuver 508 ----- Stage 1 746 ----- Stage 2 680 ----- Approach WB NB SB HCM Control Delay, s 15.2 0 0.1 HCM LOS C Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT Capacity (veh/h)- - 532 1226 - HCM Lane V/C Ratio - - 0.338 0.003 - HCM Control Delay (s) - - 15.2 7.9 - HCM Lane LOS - - C A - HCM 95th %tile Q(veh) - - 1.5 0 - H-26 Hester Trust Property Traffic Impact Study APPENDIX I Turn Lane Warrant Analysis Table I-1a Hester Property Frederick County, Virginia AM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant South Site Driveway/Village Drive AM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >25 vph Throughs >255 vph Percent left turns=8.93% Rights >0 vph Total > 280 vph 3. Enter opposing volume >662 vph The maximum allowable advancing volume => 262 vph A left turn lane is warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-1 Table I-1b Hester Property Frederick County, Virginia PM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant South Site Driveway/Village Drive PM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >1 vph Throughs >406 vph Percent left turns=0% Rights >0 vph Total > 407 vph 3. Enter opposing volume >299 vph The maximum allowable advancing volume => 491 vph A left turn lane is not warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-2 Table I-2a Hester Property Frederick County, Virginia AM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant North Site Driveway/Village Drive AM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >51 vph Throughs >256 vph Percent left turns=16.61% Rights >0 vph Total > 307 vph 3. Enter opposing volume >409 vph The maximum allowable advancing volume => 265 vph A left turn lane is warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-3 Table I-2b Hester Property Frederick County, Virginia PM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant North Site Driveway/Village Drive PM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >2 vph Throughs >350 vph Percent left turns=1% Rights >0 vph Total > 352 vph 3. Enter opposing volume >294 vph The maximum allowable advancing volume => 494 vph A left turn lane is not warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-4 Table I-3c Hester Property Frederick County, Virginia AM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant Main Site Driveway/Village Drive AM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >76 vph Throughs >231 vph Percent left turns=24.76% Rights >0 vph Total > 307 vph 3. Enter opposing volume >661 vph The maximum allowable advancing volume => 173 vph A left turn lane is warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-5 Table I-3c Hester Property Frederick County, Virginia PM Peak Hour Left Turn Lane Warrant Analysis Left Turn Lane Warrant Main Site Driveway/Village Drive PM Peak Hour (Southbound Left)Site Buildout 1. Enter operating speed of 40, 50, or 60 mph >50 mph 2. Enter advancing volumes Lefts >3 vph Throughs >349 vph Percent left turns=1% Rights >0 vph Total > 352 vph 3. Enter opposing volume >299 vph The maximum allowable advancing volume => 491 vph A left turn lane is not warranted. Table 9-23 A POLICY ON GEOMETRIC DESIGN OF HIGHWAYS AND STREETS, 2018. (AASHTO) Advancing Volume/Hour Opposing 5% 10% 20% 30% Volume Left Turns Left Turns Left Turns Left Turns 40-mph Operating Speed (60 km/h) 800 330 240 180 160 600 410 305 225 200 400 510 380 275 245 200 640 470 350 305 100 720 515 390 340 50-mph Operating Speed (80 km/h) 800 280 210 165 135 600 350 260 195 170 400 430 320 240 210 200 550 400 300 270 100 615 445 335 295 60-mph Operating Speed (100 km/h) 800 230 170 125 115 600 290 210 160 140 400 365 270 200 175 200 450 330 250 215 100 505 370 275 240 Wells + Associates, Inc. Tysons, Virginia I-6 2025 TF AM (662, 256) 2025 TF PM (299, 13) Northbound Route 11 at South Site Driveway Source: VDOT Road Design Manual Page F‐72 ‐Figure 3‐26. I-7 2025 TF AM (409, 179) 2025 TF PM (294, 10) Northbound Route 11 at North Site Driveway Source: VDOT Road Design Manual Page F‐72 ‐Figure 3‐26. I-8 2025 TF AM (661, 434) 2025 TF PM (299, 23) Northbound Route 11 at Main Site Driveway Source: VDOT Road Design Manual Page F‐72 ‐Figure 3‐26. I-9