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09-24 Operational and Safety Analysis Report (OSAR)
I-81 AT RELIANCE ROAD OPERATIONAL AND SAFETY ANALYSIS REPORT FREDERICK COUNTY, VIRGINIA February 9, 2023 Revised November 14, 2023 www.WellsAndAssociates.com @WellsAssoc @WellsandAssociates Wells + Associates I-81 at Reliance Road Operational and Safety Analysis Report Frederick County, Virginia February 9, 2023 Revised Through November 14, 2023 Prepared for: Hester Trust Property Middletown, LLC Prepared by: Wells + Associates Michael J. Workosky, PTP, TOPS, TSOS John F. Cavan, P.E., PTOE (703) 917-6620 I-81 at Reliance Road Operational and Safety Analysis Report Novemebr 14, 2023 I-81 at Reliance Road - Operational and Safety Analysis Report (OSAR) We the undersigned concur with the suggested level of information contained in this OSAR document: District Location and Design Engineer Date District Traffic Engineer Date District Environmental Manager Date Asst. State Location and Date Design Engineer State Location and Design Engineer Date FHWA Area Engineer Date I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 TABLE OF CONTENTS PAGE Section 1 EXECUTIVE SUMMARY _________________________________________________________ 1 Purpose of Study ..................................................................................................................... 1 Report Summary ..................................................................................................................... 2 Section 2 INTRODUCTION ______________________________________________________________ 3 Background ............................................................................................................................. 3 Purpose and Need ................................................................................................................... 3 Project Location ...................................................................................................................... 4 Section 3 METHODOLOGY ______________________________________________________________ 6 Overview ................................................................................................................................. 6 Study Area ............................................................................................................................... 7 Section 4 EXISTING CONDITIONS _________________________________________________________ 9 Existing Roadway Network ...................................................................................................... 9 Interchanges ......................................................................................................................... 10 Alternative Travel Modes ...................................................................................................... 10 Existing Traffic Data and Operational Performance .............................................................. 10 Existing Safety Data ............................................................................................................... 12 Section 5 ALTERNATIVES CONSIDERED ___________________________________________________ 17 Overview ............................................................................................................................... 17 No Build Alternative (2022 and 2047) ................................................................................... 17 Build Alternative (2022 and 2047) ......................................................................................... 17 Section 6 DESCRIPTION AND CONFIGURATION ____________________________________________ 22 Overview ............................................................................................................................... 22 Section 7 ROADWAY GEOMETRY ________________________________________________________ 25 Existing (No Build) ................................................................................................................. 25 Proposed (Build) .................................................................................................................... 25 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 PAGE Section 8 FORECASTED TRAFFIC VOLUMES AND OPERATIONS ________________________________ 26 Opening Year (2025) and Design Year (2047) Traffic Forecasting ......................................... 26 Opening Year (2025) Traffic Operations ................................................................................ 27 Design Year (2047) Traffic Operations ................................................................................... 29 Funding Source and Developer Contribution ....................................................................... 31 Section 9 SAFETY ANALYSIS ____________________________________________________________ 44 Safety Impact Comparison .................................................................................................... 44 Section 10 CONCLUSIONS ______________________________________________________________ 46 Conclusions ........................................................................................................................... 46 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 LIST OF FIGURES FIGURE TITLE PAGE 2-1 Project Location ........................................................................................................... 5 3-1 Limits of Study Area .................................................................................................... 8 4-1 Existing Lane Use and Traffic Control ........................................................................ 13 4-2 Existing Peak Hour Traffic Volumes ........................................................................... 14 5-1 Future No Build Conditions Lane Use and Traffic Control ......................................... 19 5-2 Future Build Conditions Lane Use and Traffic Control (Alternative A) ....................... 20 5-3 Future Build Conditions Lane Use and Traffic Control (Alternative B) ....................... 21 6-1 Existing Interchange Layout....................................................................................... 23 6-2 Potential Interchange Geometric Improvements ...................................................... 24 8-1 Opening Year (2025) Peak Hour Traffic Forecasts ..................................................... 32 8-2 Design Year (2047) Peak Hour Traffic Forecasts ........................................................ 33 8-3 Opening Year (2025) No Build Conditions Traffic Operations .................................... 34 8-4 Design Year (2047) No Build Conditions Traffic Operations (Alternative A) .............. 35 8-5 Opening Year (2025) Build Conditions Traffic Operations (Alternative A) ................. 36 8-6 Design Year (2047) Build Conditions Traffic Operations (Alternative A) .................... 37 8-7 Opening Year (2025) Build Conditions Traffic Operations (Alternative B) ................. 38 8-8 Design Year (2047) Build Conditions Traffic Operations (Alternative B) .................... 39 LIST OF TABLES TABLE TITLE PAGE 4-1 Existing (2022) Conditions Levels of Service Summary .............................................. 15 4-2 Summary Queuing Summary ..................................................................................... 16 8-1 Opening Year (2025) Conditions Levels of Service Summary ..................................... 38 8-2 Opening Year (2025) Conditions Queuing Summary ................................................. 39 8-3 Design Year (2047) Conditions Levels of Service Summary ....................................... 40 8-4 Design Year (2047) Conditions Queuing Summary .................................................... 41 9-1 Predicted Crash Analysis Summary ........................................................................... 45 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 LIST OF APPENDICES APPENDIX TITLE A Framework Document B Existing Traffic Count Data C Existing Intersection Levels of Service and Queues (2022) D VDOT Crash Data E Traffic Forecasts F Opening Year Conditions Levels of Service and Queues (2025) G Design Year Conditions Levels of Service and Queues (2047) H HSM Safety Analysis Worksheets I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 1 EXECUTIVE SUMMARY Purpose of Study Wells + Associates prepared an Operational and Safety Analysis Report for proposed improvements at the I-81 interchange at Reliance Road. These improvements are being assessed as part of the Hester Trust Property rezoning application. The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under Stop-control. Reliance Road is a two-lane undivided roadway with no turn lanes provided at the interchange. This report has been updated based on comments provided by VDOT dated October 12, 2023 regarding the previously submitted study dated September 15, 2023. All comments have been incorporated into this updated report. The Applicant, Middletown, LLC, has submitted an application to rezone a property along the east side of Valley Pike (U.S. Route 11) and north of Mustang Lane (Tax Map #84-A-78) to provide a total of 848,000 S.F. of general light industrial uses. As part of the rezoning process for the Hester Trust Property the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022 was prepared. The results of the study indicated that signalization of the Interstate 81 northbound and southbound ramp junctions with Reliance Road was recommended to accommodate future traffic conditions, with or without the development of the Hester Trust Property. The results further showed that signalization of these intersections would reduce vehicular delays and queuing, and had previously been recommended by other area traffic studies. As an alternative, the potential to provide an exclusive right turn lane on the I-81 SB Ramp approach that would allow the western interchange intersection to remain unsignalized while still maintaining acceptable levels of service was evaluated. Any potential contributions made by the developer to fund the mitigation measures identified in this study will be determined during the rezoning process and in coordination with VDOT and Frederick County staff. The proportion of the application’s impact on the potential improvements is discussed in greater detail later in this report. Therefore, in order to assess the impact to interchange operations under both current stop controlled and signalized conditions an Operational and Safety Analysis Report (OSAR) was requested by VDOT staff. In addition, the intersection of Valley Pike (U.S. Route 11)/Reliance Road is proposed to be signalized by others in conjunction with the Hester Trust Property rezoning and has been included in the study. It is noted that Signal Justification Reports (SJR’s) have be submitted for the I-81/Reliance Road 1 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 interchange Ramps intersections and the Valley Pike (U.S. Route 11)/Reliance Road intersection under separate cover. These reports indicate that the installation of a traffic signal is both warranted and justified at I-81/NB Ramps intersection, but is not warranted at the I-81/SB Ramps intersection assuming a separate southbound right turn lane is provided. . Warrants for signalization are met at the Valley Pike (U.S. Route 11/Reliance Road intersection that is planned to be constructed by others. Report Summary Traffic operations were evaluated for Baseline (2022), No-Build conditions (2025 and 2047), and the Build alternative (2025 and 2047) consistent with the procedures prescribed in the VDOT Instructional and Informational Memorandum (IIM-LD-200.11) “Development of Justification for Additional or Revised Access Points; Creation of Interchange Access Reports (IAR) and Operational and Safety Analysis Reports (OSAR)”. The operational analysis provided herein focuses on the I-81 NB and SB ramps to/from Reliance Road as well as operations along the Reliance Road corridor in the vicinity of the interchange. The comparison of the No-Build to the Build Option includes an evaluation of measures of effectiveness (MOE’s) specific to each roadway facility type as summarized below: Vehicular delay Volume-to-Capacity Ratios Queue Length (Average and 95th Percentile) As agreed with VDOT, Synchro software (version 11) was used to estimate the above MOE’s, which are included later in this report. Based on the operational analysis provided herein, the installation of traffic signals and turn lanes at the locations noted previously would provide acceptable levels-of-service and reduce vehicular delays and queuing. 2 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 2 INTRODUCTION Background This Operational and Safety Analysis Report (OSAR) was prepared in conjunction with the Hester Trust Property rezoning case. 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 (Tax Map #84-A-78). 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). No direct access to Mustang Lane is proposed for industrial uses. The site location is shown on Figure 2-1. Based on the previously prepared traffic impact study, signalization of the I-81 Off-ramp intersections at Reliance Road was recommended with or without the site development. The interchange is located at Mile Marker 302 on I-81. No change in access on I-81 is proposed. This OSAR assesses the impacts of signalization on operations at the I-81 ramps and the Reliance Road corridor. In addition, an alternative was assessed that evaluated the potential construction of an exclusive right turn on the I-81 SB Ramp approach while maintaining the existing Stop-control at the intersection. Purpose and Need The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under stop-control. Reliance Road is a two-lane undivided roadway with a recently approved speed limit resolution of 35 mph. Separate turn lanes are not provided at the interchange ramp intersections. As part of the rezoning process for the Hester Trust Property the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022 was prepared. Based on the results of the study, signalization of the following intersections was recommended to accommodate future traffic conditions with or without the site development: 1. I-81 Northbound Ramps/Reliance Road 2. I-81 Southbound Ramps/Reliance Road Signalization of these above intersections would reduce vehicular delays and queuing. These improvements had previously been recommended by other area traffic studies. In order to 3 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 assess the impact to interchange operations, an Operational and Safety Analysis Report (OSAR) was requested by VDOT staff. In addition, the intersection of Valley Pike (U.S. Route 11)/Reliance Road is proposed to be signalized by others in conjunction with the rezoning and has been included in the study. Based on discussions with VDOT staff, an alternative condition was assessed that assumed the construction of an exclusive right turn on the I-81 SB Ramp approach while maintaining the existing Stop-control at the intersection. Signalization of the I-81 NB Ramp intersection on Reliance Road as assumed under this alternative scenario. Project Location As shown in Figure 2-1, the interchange of I-81 at Reliance Road is located at Mile Marker 302 and is approximately 2,200 feet east of Valley Pike (U.S. Route 11). The nearest interchange to the north on I-81 is at Fairfax Street (Route 277) approximately 4.7 miles from the subject interchange. The I-81 and I-66 interchange is located approximately 1.9 miles to the south. 4 SITEVA L L E Y P I K E M A I N S T R E E T MUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6611INTERSTATE81RELIANCE ROADSUBJECTINTERCHANGENORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 2-1Project LocationI-81 at Reliance Road OSARFrederick County, Virginia5 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 3 METHODOLOGY Overview The methodology used in the preparation of this OSAR analysis was coordinated with VDOT and is summarized in the approved Framework Document provided herein as Appendix A. The sections below summarize the methodology employed as agreed to with VDOT. Analysis Periods. Based on discussions with VDOT and as noted in the scoping document, this OSAR analysis included the following scenarios 2022 Existing Conditions 2025 Opening Year No-Build Conditions 2025 Opening Year Build Conditions 2047 Design Year No-Build Conditions 2047 Design Year Build Conditions This study evaluates the subject intersections under weekday AM (6:00 AM – 9:00 AM) and PM (4:00 PM – 7:00 PM) peak hour traffic conditions. Traffic Forecasting Methodology. Traffic forecasts were prepared based on methodologies provided in the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022. 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, consistent with the original traffic study to account for the growth between the existing year (2022) and the opening year (2025). For the regional growth between the opening year (2025) and the design year (2047), a 0.5 percent annual growth rate was applied. In addition, traffic from the following pipeline projects was included in the future traffic forecasts: Village at Middletown Seasons of Middletown By-Right Gas Station For analysis purposes, the Institute of Transportation Engineers (ITE) Trip Generation 11th Edition, Land Use Code 110 (General Light Industrial) was used to estimate the traffic expected to be generated by the Hester Trust Property development. Trip distributions are consistent with the previously prepared traffic impact study. Traffic Operational Analysis. Capacity analysis was performed for the study intersections using Synchro version 11 software and the Highway Capacity Manual 6th Edition methodologies. Results include vehicular delays, volume-to-capacity ratios, and queueing. The goals of the capacity analysis are to maintain at level-of-service “D”, volume-to-capacity ratios below 1.0, and 6 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 queues lengths within the available off-ramp storage area. Study parameters were based on guidance included in VDOT’s Traffic Operations and Safety Analysis Manual (“TOSAM”), version 2.0. Safety Analysis. VDOT crash data from 2018-2022 was reviewed for the subject intersections. The crash analysis includes crash type, severity, direction, and potential contributing factors at each intersection. In addition, crash modification factors were reviewed for the proposed treatments to forecast the anticipated future crash rates. Study Area In coordination with VDOT, this OSAR includes an operational analysis within the study limits. Figure 3-1 shows the study area boundary and key intersections in the project area under consideration for the traffic and operational analysis. The study area includes the following intersections on Reliance Road: 1. Valley Pike (U.S. Route 11)/Reliance Road 2. Birmingham Drive/Reliance Road 3. Carolyn Avenue/Reliance Road 4. I-81 Southbound Ramps/Reliance Road 5. I-81 Northbound Ramps/Reliance Road 6. N. Buckton Road/Reliance Road 7. By-Right Gas Station Driveway/Reliance Road The improvements would be limited to the signalization of the intersections of Reliance Road and the I-81 On/Off-Ramps. No change in access on I-81 is proposed. Therefore, freeway operations on I-81 are not anticipated to be affected by the proposed improvements. 7 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 3-1Limits of Study AreaI-81 at Reliance Road OSARFrederick County, VirginiaXStudy Intersection8 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 4 EXISTING CONDITIONS Existing Roadway Network A description of the major roadways within the immediate vicinity of the project is presented below. The existing lane configuration and traffic controls in the study area are shown on Figure 4-1. 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. In the project vicinity, the average annual daily traffic (AADT) volumes on the I-81 are 55,000 vehicles per day (vpd) as reported by VDOT in 2021. The I-81 NB on-ramp at Reliance Road carries 2,700 vpd while the I-81 NB off-ramp carries 1,600 vpd. The I-81 SB on-ramp at Reliance Road carries 1,600 vpd while the I-81 SB off-ramp carries 2,900 vpd. 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). According to 2021 VDOT data, the roadway carried an AADT of 2,100 vpd 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 control. According to 2021 VDOT data, the roadway carried an AADT of 5,600 vpd. Carolyn Avenue (Route 1611) is a two-lane undivided local street with a posted speed limit of 25 mph. Its intersection with Reliance Road operates under Stop-control. According to 2021 VDOT data, the roadway carried an AADT of 1,600 vpd. North Buckton Road (Route 842) is a two-lane undivided local street. Its intersection with Reliance Road operates under Stop-control. According to 2021 VDOT data, the roadway carried an AADT of 420 vpd. Birmingham Drive (NIS) is a two-lane undivided local street currently under construction that will serve the Village at Middletown development. 9 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Interchanges The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under stop-control. Reliance Road is a two-lane undivided roadway. Separate turn lanes are not provided at the interchange ramp intersections. A diamond interchange is provided 4.7 miles to the north along I-81 at Fairfax Street (Route 277). The I-81 and I-66 directional interchange is located approximately 1.9 miles to the south. No change in access on I-81 is proposed. The improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps. Therefore, freeway operations on I-81 are not anticipated to be affected by the proposed improvements. Alternative Travel Modes Pedestrian and bicycle facilities are not present at the interchange and therefore are not included in the analysis. Public transit service is not currently provided in the area. Existing Traffic Data and Operational Performance Traffic Volumes. Turning movement counts were collected on Tuesday, May 3, 2022 and Thursday, January 12, and used to establish existing 2022 baseline conditions. The counts were collected at the following intersections: Valley Pike (U.S. Route 11)/Reliance Road Carolyn Avenue/Reliance Road I-81 Southbound Ramps/Reliance Road I-81 Northbound Ramps/Reliance Road N. Buckton Road/Reliance Road. The existing peak hour traffic volumes for the intersections contained within the study area are summarized on Figure 4-2 and shown in Appendix B. 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% 10 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 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. Consistent with the previously prepared traffic impact study, a five (5.0) percent heavy vehicle factor was applied to Valley Pike (U.S. Route 11) and a three (3.0) percent 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 (seconds per vehicle) per lane group and are presented in Table 4-1. The queuing analysis results are summarized in Table 4-2. The detailed analysis worksheets for existing conditions are provided in Appendix C. 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. Volume-to-capacity ratios at lane group are below 0.50. Queuing at Stop-controlled approaches is approximately three (3) vehicle lengths or less. 11 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Existing Safety Data VDOT crash data for the previous five years (January 1, 2018 to December 31, 2022) was reviewed for the study area along Reliance Road. The data indicated that 21 crashes occurred during this period, resulting in seven (7) injuries and no fatalities. A copy of the crash data is included in Appendix D. The crash data was reviewed in detail at the subject intersections at the I-81 and Reliance Road interchange and summarized below: I-81 NB Ramps/Reliance Road Intersection. Five (5) crashes occurred at this intersection within the five-year period resulting in two (2) injuries and no fatalities. Two (2) of the crashes were classified as “Rear End”, two (2) as “Angle”, and one (1) as “Head On”. Further upstream on the I-81 NB Ramp, six (6) crashes occurred within the five-year period resulting in two (2) injuries and no fatalities. Four (4) crashes were classified as “Fixed Object – Off Road”, one (1) as “Rear End”, and one (1) as “Other”. I-81 SB Ramps/Reliance Road Intersection. Four (4) crashes occurred at this intersection within the five-year period resulting in one (1) injury and no fatalities. All four (4) of the crashes were classified as “Angle”. Further upstream on the I-81 SB Ramp, one (1) crash occurred within the five-year period resulting in no injuries or fatalities. This crash was classified as “Fixed Object – Off Road”. 12 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 4-1Existing Lane Use an Traffic ControlI-81 at Reliance Road OSARFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADFUTUREINTERSECTIONSTOPSTOPSTOPSTOPSTOP STOPSTOPFUTUREINTERSECTION13 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 4-2Existing Peak Hour Traffic VolumesI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADFUTUREINTERSECTIONFUTUREINTERSECTIONAM PEAK HOURPM PEAK HOUR000 / 0000/075/215112/138190/1320/193/144108/132134/1130/00/10/00/1173/1952/023/50200/21218/19122/105242/24474/5988/12716/251/5132/10469/151196/1436/50/00/10/3112/1263/70/50/023/217/2476/1413/8272/24522/6465/597/108/18199/24714 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 4‐1 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Existing (2022) Conditions Levels of Service Summary1 LOS Delay (s) v/c LOS Delay (s) v/c 1.Reliance Road/U.S. Route 11 NBL A 0.0 0.000 A 0.0 0.000 EBLTR A 0.0 0.000 B 14.5 0.005 WBL C 16.2 0.242 C 24.8 0.456 WBR B 10.8 0.251 B 10.0 0.159 SBL A 8.1 0.096 A 8.1 0.110 2.Reliance Road/Birmingham Drive EBL EBT SBL SBR 3.Carolyn Ave/Reliance Rd NBLTR B 10.3 0.104 B 11.4 0.123 WBL A 7.7 0.180 A 8.1 0.059 WBT A 0.0 0.000 A 0.0 0.000 4.I‐81 SB Ramp/Reliance Road WBL A 8.2 0.017 A 8.1 0.017 SBLTR B 11.6 0.282 B 12.9 0.359 5.I‐81 NB Ramp/Reliance Road NBLTR C 23.8 0.483 C 16.5 0.307 EBL A 8.1 0.167 A 7.9 0.107 6.Buckton Road/Reliance Rd NBLTR B 10.2 0.036 B 11.1 0.050 EBL A 7.5 0.002 A 7.6 0.007 EBT A 0.0 0.000 A 0.0 0.000 WBL A 7.4 0.002 A 7.6 0.006 WBT A 0.0 0.000 A 0.0 0.000 SBLTR A 8.9 0.007 A 9.4 0.009 7.Reliance Road/Gas Station Driveway EB WB SB 1. Capacity analysis based on Highway Capacity Manual 6th methodology, using Synchro 11 unless otherwise noted. Approach/ Lane Group Existing (2022) Conditions Future Intersection Future Intersection Notes: AM Peak Hour PM Peak Hour 15 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 4‐2 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Existing (2022) Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 1.Reliance Road/U.S. Route 11 ‐ Unsignalized NBLTR ‐‐0 ‐0 EBLTR ‐‐0 ‐0 WBL ‐‐23 ‐58 WBR 240 ‐25 ‐15 SBL 285 ‐8 ‐10 2.Reliance Road/Birmingham Drive EBL 520 EBT 520 SBLR ‐ SBR ‐ 3.Carolyn Ave/Reliance Rd NBLR ‐‐8 ‐10 WBL 200 ‐3 ‐5 WBT 200 ‐‐‐‐ 4.I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL 550 ‐3 ‐3 SBLTR 850 ‐30 ‐40 5.I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR 750 ‐63 ‐33 EBL 550 ‐15 ‐10 6.Buckton Road/Reliance Road NBLTR ‐‐3 ‐5 EBL ‐‐0 ‐0 EBT ‐‐‐‐‐ WBL ‐00 WBT ‐‐‐‐‐ SBLTR ‐‐0 ‐0 7.Reliance Road/Gas Station Driveway EBLT ‐ WBTR ‐ NBLTR ‐ 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. Future Intersection Future Intersection Approach/ Lane Group Storage Length (ft) Existing (2022) Conditions AM Peak Hour PM Peak Hour 16 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 5 ALTERNATIVES CONSIDERED Overview This section of the report provides a detailed description of the future lane use and traffic controls associated with the No Build (existing stop-controlled conditions) and Build (signalized conditions) alternatives used to analyze the 2025 and 2047 future conditions. Figures 5-1 and 5- 2 depict the intersection lane use and traffic controls associated with the No Build and Build scenarios, respectively. As previously discussed, the need for signalization of the I-81/Reliance Road on and off ramps was identified in the Hester Trust Property Traffic Impact Analysis and other area traffic studies. The potential signalization proposed at these locations was recommended with or without the site development. Any potential contributions made by the developer to fund the mitigation measures identified in this study will be determined during the rezoning process and in coordination with VDOT and Frederick County staff. The proportion of the application’s impact on the potential improvements is discussed in greater detail later in this report. No Build Alternative (2022 and 2047) Under the No Build alternative, no improvements to the subject interchange ramp terminuses would be implemented and the existing stop-control would remain in its current operation. It is noted that the Birmingham Drive/Reliance Road and the By-Right Gas Station Driveway/Reliance Road intersections would be constructed as part of the pipeline developments assumed in this analysis. In addition, consistent with the Hester Trust Property Traffic Impact Study and other area traffic studies, a traffic signal to be installed by others was assumed at the Valley Pike (U.S. Route 11)/Reliance Road intersection. Figure 5-1 depicts the lane use and traffic controls associated with the No Build alternative. Build Alternative (2022 and 2047) Under Build Alternative A, new traffic signals, as recommended in the Hester Trust traffic study under conditions with or without the site development, were assumed to be installed at the I-81 NB and SB Ramps intersections with Reliance Road. However, no additional changes to the existing lane use were assumed. Figure 5-2 depicts the lane use and traffic controls associated with the Build Alternative A. In addition, Build Alternative B was assessed that assumed the construction of a new exclusive 17 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 right turn lane on the I-81 SB Ramp approach at Reliance Road while maintaining the existing Stop-control. The intersection of Reliance Road and the I-81 NB Ramp would be signalized under this alternative. Figure 5-3 depicts the lane use and traffic controls associated with the Build Alternative B. It is noted that Signal Justification Reports (SJR’s) have been submitted for both ramp intersections under a separate cover for the potential traffic signals outlined above. 18 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 5-1Future No Build Conditions Lane Use an Traffic ControlI-81 at Reliance Road OSARFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADSTOPSTOPSTOPSTOPSTOPSTOPSTOP19 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 5-2Future Build Conditions Lane Use an Traffic Control(Alternative A)I-81 at Reliance Road OSARFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADSTOPSTOPSTOPSTOPSTOP20 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 5-3Future Build Conditions Lane Use an Traffic Control(Alternative B)I-81 at Reliance Road OSARFrederick County, VirginiaSTOPStop SignSignalized IntersectionRepresents One Travel Lane7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADSTOPSTOPSTOPSTOPSTOPSTOP21 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 6 DESCRIPTION AND CONFIGURATION Overview The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under stop-control. Reliance Road is a two-lane undivided roadway with a recently approved speed limit resolution of 35 mph. Separate turn lanes are not provided at the interchange ramp intersections. A diamond interchange is provided 4.7 miles to the north along I-81 at Fairfax Street (Route 277). The I-81 and I-66 directional interchange is located approximately 1.9 miles to the south. The potential interchange improvements would be limited to the installation of traffic signals at the I-81 Ramp intersections with Reliance Road and/or the addition of a right turn lane on the I- 81 SB Ramp. There are no additional lanes proposed on Reliance Road or the I-81 NB Ramp as part of these improvements. In addition, no change in access on I-81 is proposed. Since the improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps, freeway operations on I-81 are not anticipated to be affected by the potential improvements. The existing interchange configuration is shown on Figure 6-1. An exhibit showing the potential right turn lane on the I-81 SB Ramp is shown on Figure 6-2 that provides a 200-foot full-width turn lane with a 100-foot taper. Further the Limited-Access-Line has been identified on the exhibit. As shown in Figure 6-2, the proposed improvements at the I-81 and Reliance Road interchange are not anticipated to impact the existing Limited-Access-Line. 22 STOPSTOP 8 0 0 ' t o D i v e r g e P o i n t 8 5 0 ' t o D i v e r g e P o i n t545' Centerline-to-CenterlineNORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 6-1Existing Interchange LayoutI-81 at Reliance Road OSARFrederick County, Virginia23 NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 6-2Potential Interchange Geometric ImprovementsI-81 at Reliance Road OSARFrederick County, Virginia24 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 7 ROADWAY GEOMETRY Existing (No Build) The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. Under No Build condition, the off-ramp intersections at Reliance Road operate under stop-control. Reliance Road is a two-lane undivided roadway and separate turn lanes are not provided at the interchange ramp intersections. Interstate-81 currently provides two lanes in each direction. Proposed (Build) The existing lane use and roadway geometry at the interchange would be maintained under Alternative A. No new turn lanes were recommended as part of the Hester Trust Property traffic study. However, the study identified the need for new traffic signals to be installed at the I-81 Ramp intersections with Reliance Road under future conditions with or without the site development and were assumed for Build Conditions. Under Alternative B, a traffic signal would be provided at the intersection of Reliance Road and the I-81 NB Ramps. An exclusive right turn lane would be added to the I-81 SB Ramp while maintaining the existing Stop-control. No other geometric improvements are proposed. 25 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 8 FORECASTED TRAFFIC VOLUMES AND OPERATIONS Opening Year (2025) and Design Year (2047) Traffic Forecasting As outlined in the Framework document, traffic forecasts were prepared based on methodologies assumed in the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022. Specifically, the 2025 and 2047 future traffic forecasts are based on a composite of existing traffic volumes, regional growth, pipeline development traffic, and site generated traffic. A summary of the forecasting methodologies is outlined below, and individual forecasting layers are included in Appendix E. Existing Traffic Counts. Turning movement counts were collected on Tuesday, May 3, 2022 and Thursday, January 12, and used to establish existing 2022 baseline conditions. As noted earlier, a comparison with previously collected VDOT link data indicated that no further adjustments were required to account for the effects of the COVID-19 pandemic. Regional Growth. A 1.0 percent growth rate was applied to movements along Valley Pike (U.S. Route 11), Reliance Road, and the I-81 Ramps, consistent with the original traffic study to account for the growth between the existing year (2022) and the opening year (2025). For the regional growth between the opening year (2025) and the design year (2047), a 0.5 percent annual growth rate was applied. Pipeline Developments. Traffic volumes associated with the following three (3) nearby pipeline developments were assumed in the future traffic forecasts: 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. These developments were identified and assumed in the TIS forecasts, and the trip distributions are consistent with traffic study. Site Generated Traffic. The number of AM and PM peak hour trips expected to be generated by the Hester Property proposed development program were estimated based on the ITE Trip 26 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Generation Manual, 11th Edition trip rates and equations. ITE Land Use Code 110 (General Light Industrial) was used to prepare the analysis. 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. Consistent with the traffic study the estimated new peak trips were distributed onto the surrounding road network based on the following distributions: 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% Combining the existing traffic volumes, regional growth, pipeline developments, and the anticipated new site trips generated by the Hester Trust Property, Opening Year (2025) and Design Year forecasts were prepared and are shown on Figures 8-1 and 8-2, respectively. Opening Year (2025) Traffic Operations Traffic operations for Opening Year (2025) conditions were analyzed based on the 2025 forecasts shown on Figure 8-1 and the lane use and traffic controls shown on Figures 5-1 and 5-2 for No-Build and Build conditions, respectively. Synchro, version 11 was used to analyze the study intersections based on the Highway Capacity Manual (6th Edition) methodology, consistent with the analyses for existing conditions. The capacity analyses are expressed in level of service (LOS), delay (seconds per vehicle), and volume- to-capacity (v/c) per lane group and are presented in Tables 8-1. The projected queuing is shown in Table 8-2. Traffic analysis worksheets are included in Appendix F and the results are summarized below: 2025 No-Build Conditions The analysis of Opening Year (2025) No Build Conditions indicates: 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 with volume-to-capacity (v/c) ratios above 1.0. 2. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would 27 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 approach capacity (LOS “E”) during the AM peak hour with a v/c ratio of 0.87. During the PM peak hour the approach would operate at LOS “D” with a v/c ratio of 0.75. 3. The Valley Pike (U.S. Route 11)/Reliance Road intersection would operate at overall LOS “C” or better assuming the installation of a traffic signal. All lane groups would operate at LOS “D” or better with v/c ratios 0.84 or less. 4. All other turning movements at stop-controlled locations would operate at LOS “D” or better with the exception of the southbound left-turn movement from Birmingham Drive onto Reliance Road during the PM peak hour. The v/c ratios for these movements is projected to be 0.61 or less. 5. The northbound queue on the I-81 Ramp at Reliance Road would extend back to the diverge point on the freeway during the AM peak hour. 6. The westbound queue on Reliance Road at Valley Pike (U.S. Route 11) would extend beyond the existing right turn lane during the AM and PM peak hours. 2025 Build Conditions The analysis of Opening Year (2025) Build Conditions indicates: 1. Under Alternative A, assuming the recommended installation of new traffic signals at the I-81 ramp intersections to Reliance Road, both intersections would operate at overall level-of-service “C” or better with all lane groups operating at LOS “D” or better. Volume- to-capacity (v/c) ratios would be 0.85 or less for all lane groups. 2. Under Alternative B, assuming the construction of a southbound right turn lane on the I- 81 SB Ramp at Reliance Road, the Stop controlled approaches would operate at LOS “D” or better with a v/c ratio of 0.70 or less. 3. The Valley Pike (U.S. Route 11)/Reliance Road intersection would operate at overall LOS “C” or better assuming the installation of a traffic signal as proffered by others. All lane groups would operate at LOS “D” or better with v/c ratios 0.84 or less. 4. All other turning movements at Stop-controlled locations would operate consistent to No- Build conditions. 5. Projected queues on the I-81 ramps would be 358 feet or less and can be accommodated on the ramps without impacting freeway operations. 28 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 6. Projected queuing on Reliance Road between the two interchange intersections could be accommodated on the existing bridge between the intersections. 7. Available storage at other study intersections could accommodate projected queuing. Design Year (2047) Traffic Operations Traffic operations for Design Year (2047) conditions were analyzed based on the 2047 forecasts shown on Figure 8-2 and the lane use and traffic controls shown on Figures 5-1, 5-2 and 5-3 for No-Build, Build (Alternative A), and Build (Alternative B) conditions, respectively. Synchro, version 11 was used to analyze the study intersections based on the Highway Capacity Manual (6th Edition) methodology, consistent with the analyses for opening year (2025) conditions. The capacity analyses are expressed in level of service (LOS), delay (seconds per vehicle), and volume-to-capacity (v/c) per lane group and are presented in Tables 8-3. The projected queuing is shown in Table 8-4. Traffic analysis worksheets are included in Appendix G and the results are summarized below: 2047 No-Build Conditions The analysis of Design Year (2047) No Build Conditions indicates: 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 with volume-to-capacity (v/c) ratios above 1.0. 2. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would approach capacity (LOS “F”) during the AM peak hour with a v/c ratio of 0.97. During the PM peak hour the approach would operate at LOS “E” with a v/c ratio of 0.85. 3. The Valley Pike (U.S. Route 11)/Reliance Road intersection would operate at overall LOS “C” or better assuming the installation of a traffic signal. All lane groups would operate at LOS “C” or better with v/c ratios 0.9 or less with the exception of the eastbound approach which serves minimal volume. 29 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 4. All other turning movements at stop-controlled locations would operate at LOS “D” or better with the exception of the southbound left-turn movement from Birmingham Drive onto Reliance Road during the PM peak hour. The v/c ratios for these movements is projected to be 0.67 or less. 5. The northbound queue on the I-81 Ramp at Reliance Road would extend beyond the diverge point on the freeway during the AM peak hour. 6. The westbound queue on Reliance Road at Valley Pike (U.S. Route 11) would extend beyond the existing right turn lane during the AM and PM peak hours. 2047 Build Conditions The analysis of Design Year (2047) Build Conditions indicates: 1. Under Alternative A, assuming the recommended installation of new traffic signals at the I-81 ramp intersections to Reliance Road, both intersections would operate at overall level-of-service “C” or better with all lane groups operating at LOS “D” or better. Volume- to-capacity (v/c) ratios would be 0.87 or less for all lane groups. 2. Under Alternative B, assuming the construction of a southbound right turn lane on the I- 81 SB Ramp at Reliance Road, the Stop controlled approaches would operate at LOS “D” or better with a v/c ratio of 0.76 or less. 3. The Valley Pike (U.S. Route 11)/Reliance Road intersection would operate at overall LOS “C” or better assuming the installation of a traffic signal. All lane groups would operate at LOS “C” or better with v/c ratios 0.9 or less with the exception of the eastbound approach which serves minimal volume. 4. All other turning movements at Stop-controlled locations would operate consistent to No- Build conditions. 5. Projected queues on the I-81 ramps would be 380 feet or less and can be accommodated on the ramps without impacting freeway operations. 6. Projected queuing on Reliance Road between the two interchange signals could be accommodated on the existing bridge between the intersections. 7. Available storage at other study intersections could accommodate projected queuing. 30 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Traffic operations for No Build Conditions are shown graphically on Figures 8-3 and 8-4 for Opening Year (2025) and Design Year (2047) conditions, respectively. Traffic operations for Opening Year (2025) and Design Year (2047) Build Conditions is shown graphically on Figures 8-5 and 8-6, respectively for Alternative A. Traffic operations under Alternative B for Opening Year (2025) and Design Year (2047) Build Conditions is shown graphically on Figures 8-7 and 8-8. Funding Source and Developer Contribution As discussed previously, the Hester Trust Property traffic impact study identified the need for new traffic signals at the I-81 ramp intersections with Reliance Road. These signalization improvements were found to be necessary with or without the Hester Trust Property site development. In order to determine impact of the Hester Trust Property development on the need for improvements, the percentage of total traffic associated with the development was calculated and summarized below. Site Development Traffic Opening Year (2025) Traffic Percent Site Traffic AM PM Total AM PM Total AM PM Total I-81 NB Ramp & Reliance Road 251 62 313 1,059 982 2,041 23.7% 6.3% 15.3% I-81 SB Ramp & Reliance Road 408 134 542 1,464 1,431 2,895 27.9% 9.4% 18.7% Total of Both Intersections 656 196 855 2,523 2,413 4,936 26.0% 8.1% 17.3% As shown above, the development of the Hester Trust Property site would account for approximately 17 percent of total interchange traffic. The signalization and geometric improvements identified for the northbound and southbound ramp junctions are not currently funded. Any potential contributions made by the developer to fund the mitigation measures identified in this study will be determined during the rezoning process and in coordination with VDOT and Frederick County staff. In addition, while future large scale I-81 improvement projects may provide additional capacity improvements at the Reliance Road interchange, the installation of new traffic signals and/or turn lanes would provide mitigation for interim conditions. 31 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-1Opening Year (2025) Peak Hour Traffic ForecastsI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/091/257171/266566/1730/1127/214168/183223/1260/00/10/00/1351/3302/035/62488/34030/30206/252352/417109/83159/16642/441/5361/204124/202263/27845/350/00/10/3177/1573/70/50/023/217/24121/17939/38736/50222/6465/597/108/18387/56511/2274/15366/169677/344321/4415/1455/4214/1922/20125/12275/14550/4132 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-2Design Year (2047) Peak Hour Traffic ForecastsI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/0100/283184/282589/1890/1138/231181/199239/1390/00/10/00/1372/3532/038/68512/36532/32221/265381/446118/90170/18144/471/6377/216132/220286/29546/360/00/10/3190/1723/80/60/026/238/27130/19639/39768/53125/7173/668/119/20411/59411/2274/15366/169710/375346/4745/1455/4214/1922/20139/13884/16250/4133 STOPSTOP LOS E/DLOS F/F23' 95th Percentile Queue(500' Available)7 5 5 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 2 3 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 5 0 ' A v a i l a b l e )3' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-3Opening Year (2025) No Build Conditions Traffic OperationsI-81 at Reliance Road OSARFrederick County, Virginia34 STOPSTOP LOS F/ELOS F/F25' 95th Percentile Queue(500' Available)9 0 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 3 0 3 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 5 0 ' A v a i l a b l e )3' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-4Design Year (2047) No Build Conditions Traffic OperationsI-81 at Reliance Road OSARFrederick County, Virginia35 LOS B/BLOS C/B314' 95th Percentile Queue(500' Available)3 5 8 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 1 8 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 5 0 ' A v a i l a b l e )399' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-5Opening Year (2025) Build Conditions Traffic Operations(Alternative A)I-81 at Reliance Road OSARFrederick County, Virginia36 LOS B/CLOS C/B384' 95th Percentile Queue(500' Available)3 8 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 2 1 3 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 5 0 ' A v a i l a b l e )445' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-6Design Year (2047) Build Conditions Traffic Operations(Alternative A)I-81 at Reliance Road OSARFrederick County, Virginia37 STOP LOS D/CLOS C/B309' 95th Percentile Queue(500' Available)3 5 8 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 1 3 5 ' 9 5 t h P e r c e n t i l e Q u e u e ( 2 0 0 ' A v a i l a b l e )3' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-7Opening Year (2025) Build Conditions Traffic Operations(Alternative B)I-81 at Reliance Road OSARFrederick County, Virginia38 STOP LOS D/DLOS C/B378' 95th Percentile Queue(500' Available)3 8 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 8 0 0 'A v a i l a b l e ) 1 7 0 ' 9 5 t h P e r c e n t i l e Q u e u e ( 2 0 0 ' A v a i l a b l e )3' 95th Percentile Queue(500' Available)NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.1108 OSAR GRAPHICS.DWGFigure 8-8Design Year (2047) Build Conditions Traffic Operations(Alternative B)I-81 at Reliance Road OSARFrederick County, Virginia39 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 8‐1 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Opening Year (2025) Conditions Levels of Service Summary1 LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c 1. Reliance Road/U.S. Route 11 EB A 0.0 0.000 D 54.7 0.314 A 0.0 0.000 D 54.7 0.314 A 0.0 0.000 D 54.7 0.314 WBT B 16.4 0.216 C 25.2 0.701 B 16.4 0.216 C 25.2 0.701 B 16.4 0.216 C 25.2 0.701 WBR C 26.3 0.844 B 14.9 0.339 C 26.3 0.844 B 14.9 0.339 C 26.3 0.844 B 14.9 0.339 NB C 27.8 0.837 C 23.4 0.774 C 27.8 0.837 C 23.4 0.774 C 27.8 0.837 C 23.4 0.774 SBL B 18.6 0.547 B 14.7 0.589 B 18.6 0.547 B 14.7 0.589 B 18.6 0.547 B 14.7 0.589 SBT B 10.6 0.111 B 8.4 0.286 B 10.6 0.111 B 8.4 0.286 B 10.6 0.111 B 8.4 0.286 Overall C 23.8 ‐B 17.5 ‐C 23.8 ‐B 17.5 ‐C 23.8 ‐B 17.5 ‐ 2. Reliance Road/Birmingham Drive EBL A 9.5 0.007 A 8.6 0.015 A 9.5 0.007 A 8.6 0.015 A 9.5 0.007 A 8.6 0.015 EBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ SBL D 30.2 0.362 E 37.0 0.611 D 30.2 0.362 E 37.0 0.611 D 30.2 0.362 E 37.0 0.611 SBR B 14.3 0.030 B 11.3 0.040 B 14.3 0.030 B 11.3 0.040 B 14.3 0.030 B 11.3 0.040 3. Carolyn Ave/Reliance Rd NBLTR B 13.5 0.156 C 17.1 0.202 B 13.5 0.156 C 17.1 0.202 B 13.5 0.156 C 17.1 0.202 WBL A 8.3 0.021 A 9.1 0.074 A 8.3 0.021 A 9.1 0.074 A 8.3 0.021 A 9.1 0.074 WBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ 4. I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL A 8.8 0.034 A 9.2 0.035 ‐‐‐‐‐‐‐‐‐‐‐‐ SBLTR E 44.1 0.868 D 28.3 0.745 ‐‐‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBTR ‐‐‐‐‐‐B 5.1 0.440 B 8.3 0.550 ‐‐‐‐‐‐ WBLT ‐‐‐‐‐‐A 5.8 0.420 A 7.9 0.320 ‐‐‐‐‐‐ SBLTR ‐‐‐‐‐‐D 43.4 0.460 D 48.0 0.710 ‐‐‐‐‐‐ Overall ‐‐‐‐‐‐B 15.5 ‐B 19.1 ‐‐‐‐‐‐‐ Potential Improvement: Southbound Right Turn Lane ‐ Unsignalized WBL ‐‐‐‐‐‐‐‐‐‐‐‐A 8.8 0.034 A 9.2 0.035 SBLT ‐‐‐‐‐‐‐‐‐‐‐‐C 24.2 0.117 C 23.1 0.246 SBR ‐‐‐‐‐‐‐‐‐‐‐‐D 25.2 0.695 C 15.3 0.500 5. I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR F 420.5 1.822 F 137.7 1.115 ‐‐‐‐‐‐‐‐‐‐‐‐ EBL A 8.7 0.225 A 8.5 0.220 ‐‐‐‐‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBLT ‐‐‐‐‐‐B 11.4 0.630 A 4.2 0.580 A 15.2 0.630 A 9.3 0.580 WBTR ‐‐‐‐‐‐B 10.6 0.270 A 6.3 0.210 A 10.6 0.270 A 6.3 0.210 NBLTR ‐‐‐‐‐‐D 46.6 0.850 D 45.3 0.730 D 46.6 0.850 D 45.3 0.730 Overall ‐‐‐‐‐‐C 24.6 ‐B 15.3 ‐C 26.0 ‐B 17.8 ‐ 6. Buckton Road/Reliance Rd NBLTR B 12.9 0.052 B 12.8 0.058 B 12.9 0.052 B 12.8 0.058 B 12.9 0.052 B 12.8 0.058 EBL A 7.7 0.031 A 7.7 0.030 A 7.7 0.031 A 7.7 0.030 A 7.7 0.031 A 7.7 0.030 EBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ WBL A 7.5 0.002 A 7.7 0.006 A 7.5 0.002 A 7.7 0.006 A 7.5 0.002 A 7.7 0.006 WBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ SBLTR A 9.5 0.058 A 9.5 0.046 A 9.5 0.058 A 9.5 0.046 A 9.5 0.058 A 9.5 0.046 7. Reliance Road/Gas Station Driveway EB A 8.2 0.164 A 8.6 0.241 A 8.2 0.164 A 8.6 0.241 A 8.2 0.164 A 8.6 0.241 WB A 8.1 0.185 A 8.1 0.180 A 8.1 0.185 A 8.1 0.180 A 8.1 0.185 A 8.1 0.180 SB A 7.6 0.087 A 7.8 0.080 A 7.6 0.087 A 7.8 0.080 A 7.6 0.087 A 7.8 0.080 1. Capacity analysis based on Highway Capacity Manual 6th Edition and 2000 methodology, using Synchro 11. Approach/ Lane Group Opening Year (2025) No Build Conditions PM Peak Hour Notes: AM Peak Hour Opening Year (2025) Build Conditions (Alternative B) AM Peak Hour PM Peak Hour Opening Year (2025) Build Conditions (Alternative A) PM Peak HourAM Peak Hour 40 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 8‐2 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Opening Year (2025) Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 1.Reliance Road/U.S. Route 11 WBT ‐43 112 70 212 43 112 70 212 43 112 70 212 WBR 240670035670035670035 NBT ‐115 238 79 248 115 238 79 248 115 238 79 248 SBL ‐25 56 45 154 25 56 45 154 25 56 45 154 SBT 285 12 32 43 147 12 32 43 147 12 32 43 147 2.Reliance Road/Birmingham Drive EBL 520 ‐0 ‐0 ‐0 ‐0 ‐0 ‐0 EBT 520 ‐‐‐‐‐‐‐‐‐‐‐‐ SBL ‐‐40 ‐93 ‐40 ‐93 ‐40 ‐93 SBR ‐‐3 ‐3 ‐3 ‐3 ‐3 ‐3 3.Carolyn Ave/Reliance Rd NBLR ‐‐13 ‐18 ‐13 ‐18 ‐13 ‐18 WBL 200 ‐3 ‐5 ‐3 ‐5 ‐3 ‐5 WBT 200 ‐‐‐‐‐‐‐‐‐‐‐‐ 4. I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL 550 ‐3 ‐3 ‐‐‐‐‐‐‐‐ SBLTR 850 ‐230 ‐160 ‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBTR ‐ ‐‐‐‐86 246 165 378 ‐‐‐‐ WBLT 550 ‐‐‐‐98 399 157 290 ‐‐‐‐ SBLTR 850 ‐‐‐‐26 116 90 180 ‐‐‐‐ Potential Improvement: Southbound Right Turn Lane ‐ Unsignalized WBL 550 ‐‐‐‐‐‐‐‐‐3 ‐3 SBLT 850 ‐‐‐‐‐‐‐‐‐15 ‐23 SBR 200 ‐‐‐‐‐‐‐‐‐135 ‐70 5. I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR 800 ‐755 ‐293 ‐‐‐‐‐‐‐‐ EBL 550 ‐23 ‐20 ‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBLT ‐‐‐‐‐169 314 56 83 167 309 147 303 WBTR ‐‐‐‐‐75 136 48 100 75 136 48 100 NBLTR 800 ‐‐‐‐257 358 150 217 257 358 150 217 6. Buckton Road/Reliance Road NBLTR ‐‐5 ‐5 ‐5 ‐5 ‐5 ‐5 EBL ‐‐3 ‐3 ‐3 ‐3 ‐3 ‐3 EBT ‐ ‐‐‐‐‐‐‐‐‐‐‐‐ WBL 000000 WBT ‐ ‐‐‐‐‐‐‐‐‐‐‐‐ SBLTR ‐‐5 ‐3 ‐5 ‐3 ‐5 ‐3 7. Reliance Road/Gas Station Driveway EBLT ‐‐15 ‐23 ‐15 ‐23 ‐15 ‐23 WBTR ‐‐18 ‐15 ‐18 ‐15 ‐18 ‐15 NBLTR ‐‐8 ‐8 ‐8 ‐8 ‐8 ‐8 Notes: 1.Capacity analysis based on Highway Capacity Manual 6th Edition and 2000 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. Opening Year (2025) Build Conditions (Alternative B) AM Peak Hour PM Peak HourApproach/ Lane Group Storage Length (ft) Opening Year (2025) No Build Conditions Opening Year (2025) Build Conditions (Alternative A) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 41 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 8‐3 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Design Year (2047) Conditions Levels of Service Summary1 LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c LOS Delay (s) v/c 1. Reliance Road/U.S. Route 11 EB A 0.0 0.000 E 56.7 0.314 A 0.0 0.000 E 56.7 0.314 A 0.0 0.000 E 56.7 0.314 WBT B 17.7 0.240 C 26.7 0.724 B 17.7 0.240 C 26.7 0.724 B 17.7 0.240 C 26.7 0.724 WBR C 32.9 0.900 B 15.6 0.360 C 32.9 0.900 B 15.6 0.360 C 32.9 0.900 B 15.6 0.360 NB C 29.5 0.850 C 24.6 0.796 C 29.5 0.850 C 24.6 0.796 C 29.5 0.850 C 24.6 0.796 SBL B 19.0 0.590 B 15.5 0.633 B 19.0 0.590 B 15.5 0.633 B 19.0 0.590 B 15.5 0.633 SBT B 10.3 0.120 A 8.7 0.308 B 10.3 0.120 A 8.7 0.308 B 10.3 0.120 A 8.7 0.308 Overall C 27.1 ‐B 18.4 ‐C 27.1 ‐B 18.4 ‐C 27.1 ‐B 18.4 ‐ 2. Reliance Road/Birmingham Drive EBL A 9.6 0.007 A 8.7 0.016 A 9.6 0.007 A 8.7 0.016 A 9.6 0.007 A 8.7 0.016 EBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ SBL D 33.9 0.396 E 45.2 0.673 D 33.9 0.396 E 45.2 0.673 D 33.9 0.396 E 45.2 0.673 SBR B 14.8 0.032 B 11.6 0.042 B 14.8 0.032 B 11.6 0.042 B 14.8 0.032 B 11.6 0.042 3. Carolyn Ave/Reliance Rd NBLTR B 14.3 0.186 C 18.7 0.242 B 14.3 0.186 C 18.7 0.242 B 14.3 0.186 C 18.7 0.242 WBL A 8.4 0.025 A 9.3 0.084 A 8.4 0.025 A 9.3 0.084 A 8.4 0.025 A 9.3 0.084 WBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ 4. I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL A 9.0 0.037 A 9.3 0.039 ‐‐‐‐‐‐‐‐‐‐‐‐ SBLTR F 64.6 0.969 E 39.9 0.850 ‐‐‐‐‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBTR ‐‐‐‐‐‐A 6.3 0.490 A 10.0 0.600 ‐‐‐‐‐‐ WBLT ‐‐‐‐‐‐A 7.2 0.450 A 9.1 0.350 ‐‐‐‐‐‐ SBLTR ‐‐‐‐‐‐D 46.8 0.630 D 50.4 0.770 ‐‐‐‐‐‐ Overall ‐‐‐‐‐‐B 17.3 ‐C 20.9 ‐‐‐‐‐‐‐ Potential Improvement: Southbound Right Turn Lane ‐ Unsignalized WBL ‐‐‐‐‐‐‐‐‐‐‐‐A 9.0 0.037 A 9.3 0.039 SBLT ‐‐‐‐‐‐‐‐‐‐‐‐D 27.4 0.213 D 26.3 0.296 SBR ‐‐‐‐‐‐‐‐‐‐‐‐D 30.4 0.763 C 16.9 0.553 5. I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR F 589.8 2.195 F 226.6 1.340 ‐‐‐‐‐‐‐‐‐‐‐‐ EBL A 8.8 0.249 A 8.7 0.238 ‐‐‐‐‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBLT ‐‐‐‐‐‐B 13.9 0.710 A 4.9 0.640 B 18.7 0.710 B 11.0 0.640 WBTR ‐‐‐‐‐‐B 11.2 0.290 A 6.8 0.230 B 11.2 0.290 A 6.8 0.230 NBLTR ‐‐‐‐‐‐D 47.6 0.870 D 45.3 0.750 D 47.6 0.870 D 45.3 0.750 Overall ‐‐‐‐‐‐C 25.8 ‐B 15.7 ‐C 27.6 ‐B 18.6 ‐ 6. Buckton Road/Reliance Rd NBLTR B 13.3 0.061 B 13.3 0.068 B 13.3 0.061 B 13.3 0.068 B 13.3 0.061 B 13.3 0.068 EBL A 7.7 0.031 A 7.7 0.031 A 7.7 0.031 A 7.7 0.031 A 7.7 0.031 A 7.7 0.031 EBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ WBL A 7.5 0.002 A 7.7 0.007 A 7.5 0.002 A 7.7 0.007 A 7.5 0.002 A 7.7 0.007 WBT A 0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐A0.0 ‐ SBLTR A 9.6 0.060 A 9.6 0.048 A 9.6 0.060 A 9.6 0.048 A 9.6 0.060 A 9.6 0.048 7. Reliance Road/Gas Station Driveway EB A 8.3 0.177 A 8.8 0.265 A 8.3 0.177 A 8.8 0.265 A 8.3 0.177 A 8.8 0.265 WB A 8.2 0.203 A 8.3 0.203 A 8.2 0.203 A 8.3 0.203 A 8.2 0.203 A 8.3 0.203 SB A 7.6 0.088 A 7.9 0.082 A 7.6 0.088 A 7.9 0.082 A 7.6 0.088 A 7.9 0.082 1. Capacity analysis based on Highway Capacity Manual 6th Edition and 2000 methodology, using Synchro 11. Notes: Approach/ Lane Group Design Year (2047) No Build Conditions Design Year (2047) Build Conditions (Alternative A) Design Year (2047) Build Conditions (Alternative B) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 42 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 8‐4 I‐81 at Reliance Road ‐ Operational and Safety Analysis Report Design Year (2047) Conditions Queuing Summary 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 50th %tile 95th %tile 1.Reliance Road/U.S. Route 11 WBT ‐51 128 81 138 51 128 81 238 51 128 81 238 WBR 240 17 108 0 39 17 108 0 39 17 108 0 39 NBT ‐133 273 96 278 133 273 96 278 133 273 96 278 SBL ‐28 62 52 166 28 62 52 166 28 62 52 166 SBT 285 14 36 51 164 14 36 51 164 14 36 51 164 2.Reliance Road/Birmingham Drive EBL 520 ‐0 ‐0 ‐0 ‐0 ‐0 ‐0 EBT 520 ‐‐‐‐‐‐‐‐‐‐‐‐ SBL ‐‐45 ‐108 ‐45 ‐108 ‐45 ‐108 SBR ‐‐3 ‐3 ‐3 ‐3 ‐3 ‐3 3.Carolyn Ave/Reliance Rd NBLR ‐‐18 ‐23 ‐18 ‐23 ‐18 ‐23 WBL 200 ‐3 ‐8 ‐3 ‐8 ‐3 ‐8 WBT 200 ‐‐‐‐‐‐‐‐‐‐‐‐ 4. I‐81 SB Ramp/Reliance Road ‐ Unsignalized WBL 550 ‐3 ‐3 ‐‐‐‐‐‐‐‐ SBLTR 850 ‐303 ‐223 ‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBTR ‐ ‐‐‐‐121 287 206 426 ‐‐‐‐ WBLT 550 ‐‐‐‐285 445 167 313 ‐‐‐‐ SBLTR 850 ‐‐‐‐52 154 115 213 ‐‐‐‐ Potential Improvement: Southbound Right Turn Lane ‐ Unsignalized WBL 550 ‐‐‐‐‐‐‐‐‐3 ‐3 SBLT 850 ‐‐‐‐‐‐‐‐‐20 ‐30 SBR 200 ‐‐‐‐‐‐‐‐‐170 ‐85 5. I‐81 NB Ramp/Reliance Road ‐ Unsignalized NBLTR 800 ‐900 ‐388 ‐‐‐‐‐‐‐‐ EBL 550 ‐25 ‐23 ‐‐‐‐‐‐‐‐ Potential Improvement: Signalization EBLT ‐‐‐‐‐204 #384 63 90 201 #378 174 359 WBTR ‐‐‐‐‐86 148 56 114 86 148 56 114 NBLTR 800 ‐‐‐‐267 #380 160 228 267 #380 160 228 6. Buckton Road/Reliance Road NBLTR ‐‐5 ‐5 ‐5 ‐5 ‐5 ‐5 EBL ‐‐3 ‐3 ‐3 ‐3 ‐3 ‐3 EBT ‐ ‐‐‐‐‐‐‐‐‐‐‐‐ WBL 000000 WBT ‐ ‐‐‐‐‐‐‐‐‐‐‐‐ SBLTR ‐‐5 ‐5 ‐5 ‐5 ‐5 ‐5 7. Reliance Road/Gas Station Driveway EBLT ‐‐15 ‐25 ‐15 ‐25 ‐15 ‐25 WBTR ‐‐18 ‐20 ‐18 ‐20 ‐18 ‐20 NBLTR ‐‐8 ‐8 ‐8 ‐8 ‐8 ‐8 Notes: 1. Capacity analysis based on Highway Capacity Manual 6th Edition and 2000 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. Design Year (2047) Build Conditions (Alternative B) AM Peak Hour PM Peak HourApproach/ Lane Group Storage Length (ft) Design Year (2047) No Build Conditions Design Year (2047) Build Conditions (Alternative A) AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour 43 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 9 SAFETY ANALYSIS Safety Impact Comparison The impacts to safety along to the road network were assessed based on a review of the proposed roadway geometries and the projected traffic operations of the interchange. As mentioned previously, the recommended improvements to the interchange would be limited to the installation of traffic signals. The proposed Build condition lane use would be consistent with No-Build conditions and no new turning movements would be introduced. Therefore, a total of 28 vehicular conflict points would continue to be present under either the No-Build or Build conditions. Because the improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps, no changes in access on I-81 would occur. Therefore, there would be any additional merge, diverge, or weaving maneuvers required along I-81. In order to provide a safety comparison of No Build and Build conditions, a predictive crash analysis was performed for Opening Year (2025) conditions using the methodologies presented in Chapter 10 of AASHTO’s Highway Safety Manual (HSM) for both I-81 ramp intersections on Reliance Road. The analysis worksheets are included in Appendix H and the results are summarized in Table 9-1. The results indicate that signalization of both intersections would reduce the predicted number of angle crashes. While the number of rear end crashes may increase, these types of crashes tend to be less severe. Therefore, while there is a slight increase in the total number of predicted crashes under Build conditions when compared to No Build conditions, the number of fatal and injury crashes would decrease, indicating that the proposed signalization would reduce the severity of crashes at the subject interchange. Under Build (Alternative B) conditions, the installation of a right turn lane on the I-81 SB Ramp would reduce the number of crashes compared to No Build conditions while the number of fatal and injury crashes would be generally consistent with Build (Alternative A) conditions). In addition, the proposed traffic installation would have positive safety impacts to the I-81 ramps. As shown in the operational analysis, queuing in the ramps would be reduced, helping to reduce the potential for rear end crashes. The potential for queuing spillback from the ramps onto the freeway lanes would be reduced, helping to reduce to potential for crashes at the diverge points. 44 I‐81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 Table 9‐1 I‐81 at Reliance Road ‐Operational and Safety Analysis Report Predicted Crash Analysis Summary (1) Collision Type No Build Build (Alternative A) Build (Alternative B)No Build Build (Alternative A) Build (Alternative B) Collision with animal 0.054 0.012 0.012 0.077 0.016 0.066 Collision with bicycle 0.005 0.006 0.006 0.008 0.008 0.007 Collision with pedestrian 0.005 0.006 0.006 0.008 0.008 0.007 Overturned 0.027 0.018 0.018 0.039 0.024 0.033 Ran off road 0.658 0.385 0.385 0.942 0.514 0.810 Other single‐vehicle collision 0.043 0.030 0.030 0.062 0.040 0.053 Total single‐vehicle crashes 0.792 0.457 0.457 1.135 0.610 0.976 Angle collision 2.323 1.649 1.649 3.327 2.201 2.861 Head‐on collision 0.216 0.325 0.325 0.309 0.434 0.266 Rear‐end collision 1.304 2.564 2.564 1.868 3.422 1.606 Sideswipe collision 0.544 0.710 0.710 0.780 0.948 0.670 Other multiple‐vehicle collision 0.210 0.313 0.313 0.301 0.418 0.259 Total multiple‐vehicle crashes 4.598 5.560 5.560 6.584 7.422 5.662 Collision Severity Total 5.390 6.018 6.018 7.719 8.032 6.638 Fatal and Injury (FI)2.323 2.046 2.046 3.327 2.731 2.861 Property Damage Only (PDO)3.067 3.972 3.972 4.392 5.301 3.777 Notes: 1. Based on the methodologies presented in Chapter 10 of AASHTO’s Highway Safety Manual. Predicted Crashes Per Year I‐81 NB Ramps & Reliance Road I‐81 SB Ramps & Reliance Road 45 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 SECTION 10 CONCLUSIONS Conclusions The principal findings of this Operational and Safety Analysis Report 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 with volume-to-capacity (v/c) ratios below 0.50. 2. Under Opening Year (2025) No Build conditions the I-81 NB ramp at Reliance Road would operate at LOS “F” with v/c ratios exceeding 1.0 during the AM peak hour. Projected northbound queuing would extend to the I-81 diverge point. The southbound approach of the I-81 SB Ramp/Reliance Road intersection would approach capacity (LOS “E”) during the AM peak hour with a v/c ratio of 0.87. 3. Under Opening Year (2025) Alternative A Build conditions, that assume the recommended installation of new traffic signals at both I-81 ramp intersections to Reliance Road, both interchange intersections would operate at overall level-of-service “C” or better with all lane groups operating at LOS “D” or better. Volume-to-capacity (v/c) ratios would be 0.85 or less for all lane groups and projected queuing would be accommodated within the available storage. These recommended traffic signals were identified in the Hester Trust Property traffic study as required under future conditions with or without the site development. 4. Under Opening Year (2025) Alternative B conditions for 2025 that assume the installation of a new traffic signal at the I-81 NB ramp intersection and the construction of a right turn lane on the I-81 SB Ramp intersection to Reliance Road, the signalized I-81 NB Ramp intersection would operate at overall level-of-service “C” or better with all lane groups operating at LOS “D” or better. The unsignalized I-81 SB Ramp approach would operate at LOS “D” or better. Volume-to-capacity (v/c) ratios would be 0.85 or less for all lane groups and projected queuing would be accommodated within the available storage. 5. The results of the Design Year (2047) conditions are generally consistent to Opening Year (2025) conditions with increases in vehicular delays, v/c ratios, and queuing. Assuming signalization at the I-81 ramp intersections at Reliance Road (Build Conditions), the intersections would operate at acceptable levels-of-service (Overall LOS “C” or better) with v/c rations under 1.0. Projected queuing could be accommodated within the available storage and would not impact freeway operations. 6. Based on the safety analysis, the proposed signalization improvements would not add any new vehicular conflict points or freeway access points. The installation of traffic signals is anticipated to help reduce the number of angle crashes and reduce the overall severity of projected crashes within the project area. 46 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 7. Given that the construction of a southbound right-turn lane on the I-81 SB Ramp would serve the dominant right turning traffic with acceptable levels-of-service and queuing, Alternative B is recommended. In addition, under this alternative, traffic on Reliance Road would not be required to stop at the intersection with the I-81 SB Ramps. 8. The proposed improvements at the I-81 and Reliance Road interchange are not anticipated to impact the existing Limited-Access-Line. 9. The recommended ramp signalization and geometric improvements are not currently funded. Any potential contributions made by the developer to fund the mitigation measures identified in this study will be determined during the rezoning process and in coordination with VDOT and Frederick County staff. O:\Projects\8501-9000\8555 Hester Property\Documents\OSAR\Hester Property OSAR (W+A 11.14.2023).docx 47 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX A Framework Document LD-459 Page 1 of 6 (10-26-2020) VIRGINIA DEPARTMENT OF TRANSPORTATION LOCATION AND DESIGN OPERATIONAL AND SAFETY ANALYSIS REPORT FRAMEWORK DOCUMENT Date: 4/4/2023 Submission From Middletown, LLC Prepared By Wells + Associates, Inc. Project Information UPC n/a State Project Number n/a District Staunton City/County Frederick County, VA Federal Project Number n/a Project Name Hester Trust Property Operational and Safety Analysis Report (OSAR) Need for Access Revision Provide information that addresses the current and projected needs for the facility. Explain why the existing access points and the existing or improved local system is unable to meet the future needs. Brief mention of the history of the area pertinent to the project that has led to the need for the project (example: population growth, recent/future development, land use, etc.), understanding that this will be discussed in more detail in the Access Report. The interchange at I-81 and Reliance Road (Mile Marker 302) is currently designed as a diamond interchange with single-lane approaches. The off-ramp intersections at Reliance Road operate under Stop-control. Reliance Road is a two-lane undivided roadway with no turn lanes provided at the interchange. The Applicant, Middletown, LLC, has submitted an application to rezone a property along the east side of Valley Pike (U.S. Route 11) and north of Mustang Lane (Tax Map #84-A-78) to provide a total of 848,000 S.F. of general light industrial uses. As part of the rezoning process for the Hester Trust Property the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022 was prepared. Based on the results of the study, signalization of the following intersections was recommended to accommodate background traffic growth and site generated traffic: 1.I-81 Northbound Ramps/Reliance Road 2.I-81 Southbound Ramps/Reliance Road The existing single lane approaches at the above intersection are proposed to be maintained. Signalization of these above intersections would reduce vehicular delays and queuing. These improvements had previously been recommended by other area traffic studies. In order to assess the impact to interchange operations, an Operational and Safety Analysis Report (OSAR) was requested by VDOT staff. In addition, the intersection of Valley Pike (U.S. Route 11)/Reliance Road is proposed to be signalized in conjunction with the rezoning. A-1 LD-459 Page 2 of 6 (10-26-2020) Project Description and Location Provide information that includes a clear and detailed written description (including all components) of the project scope of work. Include the precise location and boundaries of the proposed project. Include maps and/or aerial photography of the general project area and area of influence. Maps, aerial photos, or conceptual schematic drawings should be to an appropriate scale and show approximate distances between interchanges, major intersections, and other key features. The subject interchange location should be identified by milepost and by relation to adjacent interchanges and major roads in the system. This OSAR is being prepared in association with the Hester Trust Property rezoning case. 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 (Tax Map #84-A-78). 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). No direct access to Mustang Lane is proposed for industrial uses. As mentioned above, signalization of the I-81 Off-ramp intersections at Reliance Road was recommended as part of the recently prepared traffic impact study. The interchange is located at Mile Marker 302 on I-81. No change in access on I-81 is proposed. See Figure 1 for the location of the study interchange and the Hester Trust Property site. Operational and Safety Analysis Provide information that supports the operational and safety performance of the existing freeway system and local transportation system, as well as future no build and proposed alternatives that will be analyzed within the study area. It is recommended that the goals and objectives be defined in a manner which relate to the desired and acceptable operational performance of the system. With this approach, a future no-build condition can be established as a base of comparison, and future build alternatives may be assessed with a focus on the goals and objectives of the stakeholders. Please refer to TOSAM for policies and procedures. The purpose of the operational analysis is to determine if the proposed improvements would adequately reduce vehicular delays and limit queuing from spilling back onto mainline I-81. As part of the analysis, the following scenarios will be included: 1. 2022 Existing Conditions 2. 2025 Opening Year No-Build Conditions 3. 2025 Opening Year Build Conditions 4. 2047 Design Year No-Build Conditions 5. 2047 Design Year Build Conditions Capacity analysis will be performed for the study intersections using Synchro version 11 software and the Highway Capacity Manual 6th Edition methodologies. Results will include vehicular delays, volume-to-capacity ratios, and queueing. The goals of the capacity analysis would be to maintain level-of-service “D”, volume to capacity ratios below 1.0, and queues lengths within the available off-ramp storage area. VDOT crash data from 2018-2022 will be reviewed for the subject intersections. The crash analysis will include crash type, severity, direction, and potential contributing factors at each intersection. In addition, crash modification factors will be applied for the proposed treatments to forecast the anticipated future crash rates. A-2 LD-459 Page 3 of 6 (10-26-2020) Traffic and Safety Analysis Tools Selected and Justification Provide information on which tools are selected for use in the analysis. Please see Traffic Engineering Division’s Traffic Operations and Safety Analysis Manual TOSAM Chapter 3 and Section 9.1.2 – Analysis Tool Consideration for guidance. Note that HCS is the only software that does not have to be calibrated; any modeling software will need to be calibrated (including those based on HCM). The improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps. The I-81 off- ramps currently operate under Stop-control at the intersections with Reliance Road. No change in access on I-81 is proposed. Therefore, freeway operations on I-81 are not anticipated to be affected by the proposed improvements. Traffic operations at the I-81 Northbound and Southbound Off-Ramp approaches to Reliance Road will be analyzed with Synchro version 11 using the Highway Capacity Manual reports. Study Area Provide information on the limits of the Study area, which needs to cover the entire Influence Area of the interchange; this must include at least the first adjacent interchange on either side of the proposed change in access. The area of influence along the local roadway network should extend at least to the first adjacent signal in either direction or to the first major intersection. Note, for multilane crossroads this is assumed to be ½ mile, while for 2-lane crossroads it is assumed to be ¼ mile, UNLESS there is justification approved by District Traffic Engineer to define the operational area to be less. For additional guidance please see TOSAM Chapter 2. No change in access on I-81 is proposed. The improvements would be limited to the intersections of Reliance Road and the I-81 On/Off-Ramps. Therefore, the study area (see Attachments IA/IB) would include the following intersections on Reliance Road (see Figure 2): 1. Valley Pike (U.S. Route 11)/Reliance Road 2. Birmingham Drive/Reliance Road 3. Carolyn Avenue/Reliance Road 4. I-81 Southbound Ramps/Reliance Road 5. I-81 Northbound Ramps/Reliance Road 6. Buckton Road/Reliance Road 7. By-Right Gas Station Driveway/Reliance Road Existing Configuration and Roadway Geometrics Provide information describing the existing configuration, geometry and other design features of existing roadways, interchanges and intersections in the area of influence, including identifying any elements that do not meet current design standards. Please refer to TOSAM Chapter 6 for guidance. The I-81 Northbound and Southbound off-ramps are currently single lane approaches that operate under Stop- control at their intersections with Reliance Road. Reliance Road is a two-lane undivided roadway with no turn lanes provided at the interchange. The existing single lane approaches are proposed to be maintained. Other study intersections along Reliance Road operate under Stop control. It is noted that signalization is recommended at the Valley Pike (U.S. Route 11)/Reliance Road intersection by the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022. In addition, signalization of the intersection was proffered by the Village at Middletown development. Peak Periods for Analysis Provide information that specifies the time frame during AM, PM and/or any other peak period to be analyzed. The project team should consider varying time periods that will influence system performance for the expected alternatives This study will evaluate the subject intersections under weekday AM (6:00 AM – 9:00 AM) and PM (4:00 PM – 7:00 PM) peak hour traffic conditions. A-3 LD-459 Page 4 of 6 (10-26-2020) Proposed Data Collection (including pedestrians, bicycles, and transit) Provide information containing the types of data being collected in accordance with TOSAM Chapter 6 Standard Data Requirements for Analyses. For the purposes of this document and the accompanying Interchange Access Report or Operational and Safety Analysis Report, five (5) years of traffic data and crash history shall be provided. If five years cannot be provided, an explanation is required and approved by District Traffic Engineer. Turning movement counts were collected on Tuesday, May 3, 2022. The AM and PM peak hour volumes will be analyzed for this analysis. Based on data provided by VDOT and as outlined in the traffic study, no additional traffic adjustments are required to account for the impact of the COVID-19 pandemic. Supplemental traffic counts will be conducted at intersections not previously studied in the original TIA. Pedestrian and bicycle facilities are not present at the interchange and therefore will not be included in the analysis. The safety analysis will include VDOT crash data for the five-year period from 2018-2022. Opening Year and Design Year Provide information which indicates the facilities opening year and design year in accordance with Road Design Manual Chapter 2A. Consistent with the previously prepared traffic study, year 2025 conditions will be analyzed. In addition, 2047 conditions (buildout + 22 years) will be analyzed. Travel Demand Model and Growth Rates Selected Provide information to explain which travel demand forecasting model and method will be used. This should follow the methodologies set forth in VDOT’s Virginia Travel Demand Modeling Policies and Procedures Manual. If MPO model is not going to be used—explain why. Traffic forecasts will be prepared based on methodologies assumed in the “Hester Trust Property – Transportation Impact Analysis” dated July 27, 2022. A 1.0% growth rate will be applied to movements along Valley Pike (U.S. Route 11), Reliance Road, and the I-81 Ramps, consistent with the traffic study to account for the growth between the existing year (2022) and the opening year (2025). For the regional growth between the opening year (2025) and the design year (2047), a 0.5% annual growth rate will be applied. Pipeline projects to be included: • Village at Middletown • Seasons of Middletown • By-Right Gas Station For analysis purposes, the Institute of Transportation Engineers (ITE) Trip Generation 11th Edition, Land Use Code 110 (General Light Industrial) will be used. Trip distributions will be consistent with the traffic impact study (see Figure 1). Specific Performance Goal of the Measures of Effectiveness (MOE) to Determine Acceptability of Alternatives Based upon the Purpose/Need (as found in the NEPA Document) for the access change list each Measures of Effectiveness (MOE), why selected, and describe what will be the specific performance goal of each of the MOE’s in determining operational acceptability of alternatives. Please see TOSAM Chapter 4 and 9 for MOE’s. (Note that only HCM analysis has a Level-of-Service (LOS) performance standard, so LOS should not be used as a MOE in traffic analysis using modeling programs.) Vehicular delay, volume-to-capacity ratios, and queuing will be reported using Synchro version 11 software and Highway Capacity Manual 6th Edition methodologies. Vehicular delay was selected as a measure-of -effectiveness to assess whether acceptable delays would be maintained for vehicles in the study area. An HCM level-of-service “D” standard was assumed, equating to 35 seconds or less at Stop-controlled approaches and 55 seconds or less at signalized approaches. Volume-to-capacity ratios were selected as a measure-of-effectiveness to assess whether the subject intersections would remain below saturated conditions. A maximum 1.0 v/c threshold was assumed as the goal. A-4 LD-459 Page 5 of 6 (10-26-2020) Projected queues (average and 95th percentile) were selected as a measure-of-effectiveness to assess if queue spillback would upstream and downstream locations. The goal for the projected queues was to maintain: x Queuing within existing storage lanes x Queuing at the interchange intersections not to block the adjacent intersections x Queuing at the I-81 off-ramps to be accommodated on the ramp and not extend to the freeway Anticipated Deviations Please list any anticipated Design Exceptions / Design Waivers. Please refer to LD-IIM 227 for guidance. For any deviations from the policies or procedures shown in the TOSAM, please refer to Chapter 9 of the TOSAM for explanation and requirements. Model calibration parameters not conforming to VDOT TOSAM MUST obtain prior approval of VDOT Central Office & FHWA. The need for Design Waivers or Exceptions will be identified in the OSAR Funding Plan Provide the source of funding for the project. Include any pertinent information. Please refer to the following link for additional guidance http://www.virginiadot.org/projects/syip/virginia's_transportation_funding.asp The funding source has not been determined. As part of the rezoning process, the Applicant may proffer to contribute to the interchange ramp improvements. Project Schedule Provide information that defines what the project schedule is proposed to follow. For more information and guidance see the Location and Design Project Management Office website at: http://www.virginiadot.org/business/locdes/project_management_office.asp An Opening Year of 2025 is assumed for the proposed improvements. Any Other Considerations Environmental Considerations: If FHWA approval is required for access change, a NEPA document must be prepared for compliance, regardless of funding type. Based upon the proposed scope of work, preliminary environmental review indicates that the project would likely qualify for a Programmatic Categorical Exclusion (PCE) provided the following conditions are met. The project would not: • Adversely affect historic properties • Require an Individual water quality permit from the USACE • Adversely affect federally listed species or designated critical habitat, with the exception of a "may affect, likely to adversely affect" determination for a species with a Section 7 programmatic biological opinion • Require a noise analysis (Type I Project) • Cause disproportionately high or adverse effects on any minority or low-income populations including relocations and/or disruptions to community or emergency services • Use property protected by Section 4(f) of the U.S. Department of Transportation Act of 1966 or Section 6(f) of the Land and Water Conservation Act of 1965 Please note that the project must be properly programmed (i.e. fiscally constrained) in order for the NEPA decision to be issued AND that FHWA/VDOT approval of the access request is conditional until the NEPA decision has been obtained. A-5 VALLEY PIK5413CAROLYN AVENUEBIRMINGHAM DRIVE267BUCKTON ROADMAIN STREET (ROUTE 11)RELIANCEROAD INTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 FRAMWORK GRAPHICS.DWGFigure 2Limits of Study AreaI-81 at Reliance Road OSARFrederick County, VirginiaXStudy IntersectionA-6 SITEVALLEY PIKE MAIN STREETMUSTANGLANEINTERSTATE8111INTERSTATE81INTERSTATE6611INTERSTATE81RELIAN C E R O A DSUBJECTINTERCHANGE NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 FRAMWORK GRAPHICS.DWGFigure 1Project LocationI-81 at Reliance Road OSARFrederick County, VirginiaA-7 LD-459 Page 6 of 6 (10-26-2020) The Interchange Access Report Framework Document is a living document: If during the design process information presented in the Framework Document is found to be no longer necessary or if alternate analysis parameters are determined to be more suitable, an updated Framework Document needs to be re-submitted for approval. ANY DEVIATIONS BETWEEN THE RESPONSES IN THE CURRENT PROJECT FRAMEWORK DOCUMENT AND THE FINAL IJR/IMR DOCUMENT MUST BE NOTED AND EXPLAINED IN THE ACCESS CHANGE DOCUMENT We the undersigned concur with the suggested level of information contained in this Framework document. District Location and Design Engineer Date District Traffic Engineer Date District Environmental Manager Date Asst. State Location and Date Design Engineer State Location and Design Engineer Date FHWA Area Engineer Date Ennis John-Allen owt69713 Digitally signed by Ennis John-Allen owt69713 DN: CN=Ennis John-Allen owt69713, OU=VDOT, OU=End-Users, OU=COV-Users, DC=cov, DC=virginia, DC=gov Date: 2023.04.04 13:44:52-04'00' Jordan Elizabeth fha89265 Digitally signed by Jordan Elizabeth fha89265 Date: 2023.04.07 15:01:46 -04'00' Darin Simpson Digitally signed by Darin Simpson Date: 2023.04.11 13:25:14 -04'00' Vernon W Heishman 2023.04.12 12:27:38-04'00' A-8 Heishman, Vernon <vernon.heishman@vdot.virginia.gov> RE: OSAR Framework Document for I-81 Exit 302 Development 1 message Clausen, Steven (FHWA) <steven.clausen@dot.gov>Fri, Apr 14, 2023 at 10:20 AM To: "Heishman, Vernon" <vernon.heishman@vdot.virginia.gov> Cc: Emmett Heltzel <emmett.heltzel@vdot.virginia.gov>, "Daly, Matthew (FHWA)" <matthew.daly@dot.gov> Morning Butch- I have reviewed the referenced framework document and have no comments at this time nor see this as a significant change to the interchange. However, please let me know if further improvements are proposed during the development of the document to evaluate if they are a significant change. Also, I would like to ensure the proposed traffic signal does not impact the off ramps (i.e. causing backup onto mainline I-81). Please let me know if you have any questions or comments. Thanks, Steven Clausen, PE Area Engineer, FHWA – VA Division Office Phone: (804) 775-3345 Email: Steven.Clausen@dot.gov From: Heishman, Vernon <vernon.heishman@vdot.virginia.gov> Sent: Thursday, April 13, 2023 12:14 PM To: Clausen, Steven (FHWA) <steven.clausen@dot.gov> Cc: Emmett Heltzel <emmett.heltzel@vdot.virginia.gov> Subject: OSAR Framework Document for I-81 Exit 302 Development CAUTION: This email originated from outside of the Department of Transportation (DOT). Do not click on links or open attachments unless you recognize the sender and know the content is safe. Good afternoon Steven! Attached is an OSAR framework document for your review and concurrence. This OSAR is to analyze the safety and operational needs at I-81 Exit 302 associated with rezoning of a property for development in Middletown (Staunton District). The property is located along Rte 11 near the interchange and is proposed for light industrial development. We are currently expecting the proposed improvements to include signalization at the Exit 302 ramp intersections and the Rte 11/Reliance Rd intersection but those improvements are subject to change with the analysis results. Assuming the proposed improvements remain as expected, the project is not likely to include any Limited Access change. As noted in the document, the current OSAR and expected improvements scope would not require a NEPA document unless a FHWA approval/action is needed. If the analysis results in a more significant set of improvements, a NEPA document may be required. If you see any other federal approvals or actions for this project that would require NEPA or feel this is considered a significant change that requires FHWA approval, please let me know. Please let me know if you have any questions. Thanks!A-9 Butch Heishman, P.E. Assistant State Location & Design Engineer VDOT Central Office - Location & Design (804) 502-2362 Cell (preferred) (804) 225-4310 Office Vernon.Heishman@vdot.virginia.gov A-10 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX A Framework Document 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 RdB-1 National Data & Surveying ServicesIntersection Turning Movement Count Location:Reliance Rd & Carolyn Ave City:Middletown Project ID: Control:1-Way Stop(EB)Date: NS/EW Streets: 1100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 116000270020150000061 6:15 AM 026000353010120000077 6:30 AM 625000345000150000085 6:45 AM 3550003030201400000107 7:00 AM 2360004820201600000106 7:15 AM 3590005130301300000132 7:30 AM 1650005330102100000144 7:45 AM 4710004410201800000140 8:00 AM 14 77 0 0 0 51 1 0 1 0 13 0 0 0 0 0 157 8:15 AM 637000402010120000098 8:30 AM 4560004950501300000132 8:45 AM 4460003440701100000106 9:00 AM 332000483020110000099 9:15 AM 43700032104040000082 9:30 AM 32500025202070000064 9:45 AM 32500034000080000070 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :61 688 0 0 0 635 38 0 35 0 203 0 0 0 0 0 1660 APPROACH %'s :8.14% 91.86% 0.00% 0.00% 0.00% 94.35% 5.65% 0.00% 14.71% 0.00% 85.29% 0.00% PEAK HR :07:15 AM 38 TOTAL PEAK HR VOL :2227200019980706500000573 PEAK HR FACTOR :0.393 0.883 0.000 0.000 0.000 0.939 0.667 0.000 0.583 0.000 0.774 0.000 0.000 0.000 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 64700034101080000097 10:15 AM 23300031201060000075 10:30 AM 43700035205070000090 10:45 AM 635000493020800000103 11:00 AM 237000421020100000094 11:15 AM 113200028101040000077 11:30 AM 8460004410201300000114 11:45 AM 6410003640301300000103 12:00 PM 53600032303090000088 12:15 PM 53200048202040000093 12:30 PM 632000413040100000096 12:45 PM 103600039601060000098 1:00 PM 7340005210101000000105 1:15 PM 104200028202050000089 1:30 PM 1145000295040900000103 1:45 PM 93200036101080000087 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :108 597 0 0 0 604 38 0 35 0 130 0 0 0 0 0 1512 APPROACH %'s :15.32% 84.68% 0.00% 0.00% 0.00% 94.08% 5.92% 0.00% 21.21% 0.00% 78.79% 0.00% PEAK HR :11:30 AM 12:00 AM TOTAL PEAK HR VOL :241550001601001003900000398 PEAK HR FACTOR :0.750 0.842 0.000 0.000 0.000 0.833 0.625 0.000 0.833 0.000 0.750 0.000 0.000 0.000 0.000 0.000 1100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 54300035102060000092 2:15 PM 1345000333000600000100 2:30 PM 8104000474000300000166 2:45 PM 12134000341020500000188 3:00 PM 1773000594040600000163 3:15 PM 8690005220001000000141 3:30 PM 1152000963010400000167 3:45 PM 1965000686010800000167 4:00 PM 16 45 0 0 0 75 5 0 0 0 10 0 0 0 0 0 151 4:15 PM 1346000622020600000131 4:30 PM 19 66 0 0 0 76 5 0 1 0 18 0 0 0 0 0 185 4:45 PM 11 57 0 0 0 59 7 0 2 0 17 0 0 0 0 0 153 5:00 PM 17 51 0 0 0 70 5 0 3 0 12 0 0 0 0 0 158 5:15 PM 17 71 0 0 0 42 1 0 4 0 12 0 0 0 0 0 147 5:30 PM 18 48 0 0 0 46 6 0 1 0 16 0 0 0 0 0 135 5:45 PM 1549000333050700000112 6:00 PM 1644000385000900000112 6:15 PM 10 31 0 0 0 25 1 0 2 0 11 0 0 0 0 0 80 6:30 PM 113700036302020000091 6:45 PM 926000213010120000072 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :265 1156 0 0 0 1007 70 0 33 0 180 0 0 0 0 0 2711 APPROACH %'s :18.65% 81.35% 0.00% 0.00% 0.00% 93.50% 6.50% 0.00% 15.49% 0.00% 84.51% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :642450002471801005900000643 PEAK HR FACTOR :0.842 0.863 0.000 0.000 0.000 0.813 0.643 0.000 0.625 0.000 0.819 0.000 0.000 0.000 0.000 0.000 23-260004-001 1/12/2023 04:30 PM - 05:30 PM 0.8690.878 0.818 0.908 0.8730.829 0.850 0.766 11:30 AM - 12:30 PM 07:15 AM - 08:15 AM 0.912 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.808 0.924 0.818 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Data - Total Reliance Rd Reliance Rd Carolyn Ave Carolyn Ave B-2 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 B-3 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 B-4 National Data & Surveying ServicesIntersection Turning Movement Count Location:Reliance Rd & N Buckton Rd/Rte 842 City:Middletown Project ID: Control:2-Way Stop(EB/WB)Date: NS/EW Streets: 0100010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 0100019003000001024 6:15 AM 11500018202010000039 6:30 AM 01500016400010001037 6:45 AM 01200017305010003041 7:00 AM 02000217005000001045 7:15 AM 02100016205000011046 7:30 AM 03800016306000001064 7:45 AM 03000018304000000055 8:00 AM 12200125008000003060 8:15 AM 22200217105000002051 8:30 AM 02100023102000101049 8:45 AM 01800117408000000048 9:00 AM 01900124404000101054 9:15 AM 02310120305000004057 9:30 AM 01700017504000000043 9:45 AM 11400211401000000033 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :531710112813906703021190746 APPROACH %'s :1.55% 98.14% 0.31% 0.00% 3.32% 84.89% 11.78% 0.00% 95.71% 0.00% 4.29% 0.00% 9.09% 4.55% 86.36% 0.00% PEAK HR :07:30 AM 39 TOTAL PEAK HR VOL :31120037670230000060230 PEAK HR FACTOR :0.375 0.737 0.000 0.000 0.375 0.760 0.583 0.000 0.719 0.000 0.000 0.000 0.000 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0100010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 10:00 AM 02300027103010000055 10:15 AM 02100117104000102047 10:30 AM 02500315002000103049 10:45 AM 01300021305020001045 11:00 AM 12620227112010103067 11:15 AM 01700215206000002044 11:30 AM 02200123205000003056 11:45 AM 22800422302000004065 12:00 PM 11600113204000102040 12:15 PM 01800224503010000053 12:30 PM 02400228402010010062 12:45 PM 01800222102010000046 1:00 PM 12410024303010001058 1:15 PM 02300020104000001049 1:30 PM 02300117304010003052 1:45 PM 01600114002000001034 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :533730223293215309041260822 APPROACH %'s :1.45% 97.68% 0.87% 0.00% 5.73% 85.68% 8.33% 0.26% 85.48% 0.00% 14.52% 0.00% 12.90% 3.23% 83.87% 0.00% PEAK HR :11:00 AM 12:00 AM TOTAL PEAK HR VOL :39320987811501010120232 PEAK HR FACTOR :0.375 0.830 0.250 0.000 0.563 0.806 0.667 0.250 0.625 0.000 0.250 0.000 0.250 0.000 0.750 0.000 0100010001000100 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 2:00 PM 12110122302000001052 2:15 PM 01800016004000000038 2:30 PM 02000441575000201085 2:45 PM 12300248605000101087 3:00 PM 02400225804000011065 3:15 PM 02600227501000002063 3:30 PM 01400338304010003066 3:45 PM 247103457020000020109 4:00 PM 23100140805020003092 4:15 PM 13110228404010001073 4:30 PM 442201349090200000103 4:45 PM 02200439303000101073 5:00 PM 14300334306000100091 5:15 PM 02900228504010000069 5:30 PM 04010026302000006078 5:45 PM 02200325302000001056 6:00 PM 02700217402000000052 6:15 PM 11210022502010000044 6:30 PM 11600016103000002039 6:45 PM 01300211803000001038 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :14521703758293772080512601373 APPROACH %'s :2.58% 96.13% 1.29% 0.00% 5.15% 80.95% 12.93% 0.97% 90.00% 0.00% 10.00% 0.00% 15.63% 3.13% 81.25% 0.00% PEAK HR :04:00 PM 12:00 AM TOTAL PEAK HR VOL :7126308141240210501050341 PEAK HR FACTOR :0.438 0.750 0.375 0.000 0.500 0.881 0.667 0.000 0.583 0.000 0.625 0.000 0.250 0.000 0.417 0.000 23-260004-002 1/12/2023 04:00 PM - 05:00 PM 0.8280.708 0.883 0.591 0.500 0.8660.817 0.847 0.667 0.813 11:00 AM - 12:00 PM 07:30 AM - 08:30 AM 0.898 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.757 0.827 0.719 0.500 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Data - Total Reliance Rd Reliance Rd N Buckton Rd/Rte 842 N Buckton Rd/Rte 842 B-5 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX C Existing Intersection Levels of Service and Queues (2022) HCM 6th TWSC 2022 Existing AM 1: Reliance Rd & Main St 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 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 - - C-1 HCM 6th TWSC 2022 Existing AM 3: Carolyn Ave & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 199 8 22 272 7 65 Future Vol, veh/h 199 8 22 272 7 65 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 91 91 91 91 91 91 Heavy Vehicles, % 3 33333 Mvmt Flow 219 9 24 299 8 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 228 0 571 224 Stage 1 - - - - 224 - Stage 2 - - - - 347 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1334 - 481 813 Stage 1 - - - - 811 - Stage 2 - - - - 713 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1334 - 470 813 Mov Cap-2 Maneuver - - - - 470 - Stage 1 - - - - 811 - Stage 2 - - - - 697 - Approach EB WB NB HCM Control Delay, s 0 0.6 10.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)759 - - 1334 - HCM Lane V/C Ratio 0.104 - - 0.018 - HCM Control Delay (s) 10.3 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.3 - - 0.1 - C-2 HCM 6th TWSC 2022 Existing AM 4: I-81 SB Ramp & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 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 C-3 HCM 6th TWSC 2022 Existing AM 5: I-81 NB Ramp & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 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 - - - C-4 HCM 6th TWSC 2022 Existing AM 6: Buckton Road & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 3 76 7 3 112 0 23 00006 Future Vol, veh/h 3 76 7 3 112 0 23 00006 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 90 90 90 90 90 90 90 90 90 90 90 90 Heavy Vehicles, % 3 33333333333 Mvmt Flow 3 84 8 3 124 0 26 00007 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 124 0 0 92 0 0 228 224 88 224 228 124 Stage 1 ------9494-130130- Stage 2 ------134130-9498- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1457 - - 1496 - - 725 673 968 729 670 924 Stage 1 ------910815-871787- Stage 2 ------867787-910812- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1457 - - 1496 - - 718 670 968 727 667 924 Mov Cap-2 Maneuver ------718670-727667- Stage 1 ------908813-869785- Stage 2 ------859785-908810- Approach EB WB NB SB HCM Control Delay, s 0.3 0.2 10.2 8.9 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)718 1457 - - 1496 - - 924 HCM Lane V/C Ratio 0.036 0.002 - - 0.002 - - 0.007 HCM Control Delay (s) 10.2 7.5 0 - 7.4 0 - 8.9 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0 C-5 HCM 6th TWSC 2022 Existing PM 1: Reliance Rd & Main St 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 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 - - C-6 HCM 6th TWSC 2022 Existing PM 3: Carolyn Ave & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 2 Intersection Int Delay, s/veh 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 247 18 64 245 10 59 Future Vol, veh/h 247 18 64 245 10 59 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 87 87 87 87 87 87 Heavy Vehicles, % 3 33333 Mvmt Flow 284 21 74 282 11 68 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 305 0 725 295 Stage 1 - - - - 295 - Stage 2 - - - - 430 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1250 - 391 742 Stage 1 - - - - 753 - Stage 2 - - - - 654 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1250 - 364 742 Mov Cap-2 Maneuver - - - - 364 - Stage 1 - - - - 753 - Stage 2 - - - - 608 - Approach EB WB NB HCM Control Delay, s 0 1.7 11.4 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)645 - - 1250 - HCM Lane V/C Ratio 0.123 - - 0.059 - HCM Control Delay (s) 11.4 - - 8.1 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.4 - - 0.2 - C-7 HCM 6th TWSC 2022 Existing PM 4: I-81 SB Ramp & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 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 C-8 HCM 6th TWSC 2022 Existing PM 5: I-81 NB Ramp & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 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 - - - C-9 HCM 6th TWSC 2022 Existing PM 6: Buckton Road & Reliance Rd 02/09/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 141 24 7 126 3 21 05105 Future Vol, veh/h 8 141 24 7 126 3 21 05105 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 9 166 28 8 148 4 25 06106 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 152 0 0 194 0 0 367 366 180 367 378 150 Stage 1 ------198198-166166- Stage 2 ------169168-201212- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1423 - - 1373 - - 587 561 860 587 552 894 Stage 1 ------802735-834759- Stage 2 ------831758-799725- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1423 - - 1373 - - 578 554 860 577 545 894 Mov Cap-2 Maneuver ------578554-577545- Stage 1 ------796730-828754- Stage 2 ------821753-788720- Approach EB WB NB SB HCM Control Delay, s 0.3 0.4 11.1 9.4 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)617 1423 - - 1373 - - 819 HCM Lane V/C Ratio 0.05 0.007 - - 0.006 - - 0.009 HCM Control Delay (s) 11.1 7.5 0 - 7.6 0 - 9.4 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0 - - 0 - - 0 C-10 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX D VDOT Crash Data Reliance Road Crash Data (Jan 2018 to Dec 2022)Document NbrLocal Case Crash YearCrash Date Crash SeverityK_People A_People B_People C_People Persons Injured PedestrianPedestrians InjureVehicle CouCollision Type180755229 18000021 2018 3/15/2018 PDO. Property Damage Only0000 00 021. Rear End190395051 19000012 2019 2/7/2019 PDO. Property Damage Only0000 00 022. Angle190505306 DIV219011 2019 2/14/2019 PDO. Property Damage Only0000 00 025. Sideswipe ‐ Opposite Direction190735213 19000022 2019 3/13/2019 PDO. Property Damage Only0000 00 019. Fixed Object ‐ Off Road191145223 DIV219029 2019 4/22/2019 PDO. Property Damage Only0000 00 021. Rear End191275105 DIV219032 2019 5/3/2019 PDO. Property Damage Only0000 00 022. Angle192435102 DIV219069 2019 8/29/2019 B. Visible Injury0010 10 022. Angle193435503 19‐006402 2019 12/9/2019 PDO. Property Damage Only0000 00 021. Rear End202555148 20000040 2020 9/11/2020 PDO. Property Damage Only000000022. Angle212435332 21‐000054 2021 8/14/2021 B. Visible Injury0011 20 023. Head On212535039 DIV221073 2021 9/8/2021 PDO. Property Damage Only0000 00 022. Angle212675225 21000061 2021 9/22/2021 PDO. Property Damage Only0000 00 019. Fixed Object ‐ Off Road213225421 21000074 2021 11/18/2021 B. Visible Injury0010 10 022. Angle213535158 DIV221102 2021 12/18/2021 PDO. Property Damage Only0000 00 022. Angle220745195 22001260 2022 3/15/2022 B. Visible Injury0010 10 1112. Ped221465302 22‐002605 2022 5/26/2022 PDO. Property Damage Only0000 00 022. Angle221525000 DIV222042 2022 5/31/2022 PDO. Property Damage Only0000 00 022. Angle222045112 DIV2220502022 7/23/2022 B. Visible Injury0010 10 022. Angle222275342 22000054 2022 8/15/2022 PDO. Property Damage Only0000 00 022. Angle222645071 22000063 2022 9/20/2022 PDO. Property Damage Only0000 00 022. Angle223095170 DIV2220902022 11/3/2022 PDO. Property Damage Only0000 00 021. Rear EndD-1 I‐81 NB Ramp Crash Data (Jan 2018 to Dec 2022)Document Local Case Crash Year Crash DateCrash SeverityK_People A_People B_People C_People Persons InjPedestrianPedestrianVehicle CouCollision Type1.91E+08 DIV21901420192/25/2019 PDO. Property Damage Only000000019. Fixed Object ‐ Off Road1.91E+08 DIV21902820194/16/2019 A. Severe Injury0100100116. Other1.93E+08 DIV219082 2019 10/11/2019 PDO. Property Damage Only000000019. Fixed Object ‐ Off Road2.03E+08 DIV220067202011/11/2020 C. Nonvisible Injury000110019. Fixed Object ‐ Off Road2.13E+08 DIV221086202110/23/2021 PDO. Property Damage Only000000019. Fixed Object ‐ Off Road2.11E+08 DIV22103920215/27/2021 PDO. Property Damage Only000000021. Rear EndD-2 I‐81 SB Ramp Crash Data (Jan 2018 to Dec 2022)Document Local Case Crash Year Crash DateCrash SeverityK_People A_People B_People C_People Persons InjPedestrianPedestrianVehicle CouCollision Type1.93E+08 DIV2190992019 12/10/2019 PDO. Property Damage Only000000019. Fixed Object ‐ Off RoadD-3 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX E Traffic Forecasts V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 GRAPHICS.DWGFigure E-1ARegional Growth (2022-2025)I-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/02/73/46/40/03/43/44/30/00/00/00/05/60/01/26/61/14/37/72/23/40/10/04/32/56/40/00/00/00/03/40/00/00/00/00/02/40/08/70/00/00/00/06/70/00/00/08/86/80/00/00/00/03/42/40/0E-1 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 GRAPHICS.DWGFigure E-1BRegional Growth (2025-2047)I-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/09/2613/1623/160/011/1713/1616/130/00/00/00/021/230/03/624/252/215/1329/299/711/152/30/116/128/1823/171/10/00/00/013/150/10/10/03/21/39/170/032/293/78/71/11/224/290/00/00/033/3125/330/00/00/00/014/169/170/0E-2 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 GRAPHICS.DWGFigure E-2Pipeline Development Trip AssignmentsI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/04/116/911/180/031/6657/479/70/00/00/00/045/1210/011/1052/11011/1051/7982/11733/2243/3426/180/020/8650/3843/8939/300/00/00/037/260/00/00/00/00/040/2636/3097/2310/00/00/00/0132/19611/2274/15366/16931/6258/435/1455/4214/1922/20-18/-16-6/-950/41E-3 V A L L E Y P I K E 5413C A R O L Y N A V E N U E B I R M I N G H A M D R I V E267B U C K T O N R O A D M A I N S T R E E T ( R O U T E 1 1 )RELIANCEROADINTERSTATE81NORTHO:\PROJECTS\8501-9000\8555 HESTER PROPERTY\GRAPHICS\23.0201 GRAPHICS.DWGFigure E-3Hester Trust Property Site Trip AssignmentsI-81 at Reliance Road OSARFrederick County, Virginia7432AVENUE1CAROLYNBIRMINGHAMDRIVE16N BUCKTONROADN BUCKTONROADRELIANCEROADRELIANCEROAD5I-81 NBOFF-RAMPI-81 NBON-RAMPRELIANCEROADRELIANCEROADPRIVATEVALLEY PIKEUS ROUTE 11MAIN STREETDRIVEWAYUS ROUTE 11ROADRELIANCERELIANCEROADRELIANCEROADRELIANCEROADRELIANCEROADI-81 SBON-RAMPI-81 SBOFF-RAMPRELIANCEROADRELIANCEROADBY-RIGHTGAS STATIONDRIVEWAYRELIANCEROADRELIANCEROADAM PEAK HOURPM PEAK HOUR000 / 0000/010/2450/115359/190/00/00/076/30/00/00/00/0128/80/00/00/0230/1229/6521/490/025/10/00/0205/113/818/420/00/00/00/025/10/00/00/00/00/03/80/0359/190/00/00/00/050/1150/00/00/0359/1950/1150/00/00/00/025/13/80/0E-4 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX F Opening Year Conditions Levels of Service and Queues (2025) Queues 2025 No Build AM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 138 615 425 186 99 v/c Ratio 0.42 0.60 0.68 0.36 0.09 Control Delay 28.6 4.5 22.0 7.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 4.5 22.0 7.8 5.2 Queue Length 50th (ft) 43 6 115 25 12 Queue Length 95th (ft) 112 70 238 56 32 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 800 1219 1110 793 1752 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.17 0.50 0.38 0.23 0.06 Intersection Summary F-1 HCM 6th Signalized Intersection Summary 2025 No Build AM 1: Reliance Rd & Main St 09/07/2023 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) 0 0 0 127 0 566 0 223 168 171 91 0 Future Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 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 0 138 0 615 0 242 183 186 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 3 0 638 0 728 0 289 219 340 891 0 Arrive On Green 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.29 0.29 0.10 0.48 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 988 747 1781 1870 0 Grp Volume(v), veh/h 0 0 0 138 0 615 0 0 425 186 99 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 3 0 638 0 728 0 0 508 340 891 0 V/C Ratio(X) 0.00 0.00 0.00 0.22 0.00 0.84 0.00 0.00 0.84 0.55 0.11 0.00 Avail Cap(c_a), veh/h 0 361 0 638 0 728 0 0 861 651 1598 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 16.2 0.0 17.3 0.0 0.0 24.1 17.3 10.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 9.0 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 9.2 0.0 0.0 6.9 2.1 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 16.4 0.0 26.3 0.0 0.0 27.8 18.6 10.6 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 753 425 285 Approach Delay, s/veh 0.0 24.5 27.8 15.8 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.4 27.2 0.0 40.6 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 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.1 18.6 0.0 4.1 26.9 Green Ext Time (p_c), s 0.4 2.6 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 23.8 HCM 6th LOS C F-2 HCM 6th TWSC 2025 No Build AM 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 321 677 66 74 11 Future Vol, veh/h 5 321 677 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 349 736 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 808 0 - 0 1131 772 Stage 1 - - - - 772 - Stage 2 - - - - 359 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 813 - - - 224 398 Stage 1 - - - - 454 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver 813 - - - 222 398 Mov Cap-2 Maneuver - - - - 222 - Stage 1 - - - - 450 - Stage 2 - - - - 704 - Approach EB WB SB HCM Control Delay, s 0.1 0 28.1 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)813 - - - 222 398 HCM Lane V/C Ratio 0.007 - - - 0.362 0.03 HCM Control Delay (s) 9.5 0 - - 30.2 14.3 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.6 0.1 F-3 HCM 6th TWSC 2025 No Build AM 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 387 8 22 736 7 65 Future Vol, veh/h 387 8 22 736 7 65 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 421 9 24 800 8 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 430 0 1274 426 Stage 1 - - - - 426 - Stage 2 - - - - 848 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1124 - 184 626 Stage 1 - - - - 657 - Stage 2 - - - - 418 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1124 - 177 626 Mov Cap-2 Maneuver - - - - 177 - Stage 1 - - - - 657 - Stage 2 - - - - 402 - Approach EB WB NB HCM Control Delay, s 0 0.2 13.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)502 - - 1124 - HCM Lane V/C Ratio 0.156 - - 0.021 - HCM Control Delay (s) 13.5 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.5 - - 0.1 - F-4 HCM 6th TWSC 2025 No Build AM 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 11.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 352 206 30 488 0000352351 Future Vol, veh/h 0 352 206 30 488 0000352351 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 0 383 224 33 530 0000382382 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 607 0 0 1091 1203 530 Stage 1 ------ 596596- Stage 2 ------ 495607- 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 - - 971 - 0 238 184 549 Stage 1 0 ----0 550492- Stage 2 0 ----0 613486- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 971 - -227 0 549 Mov Cap-2 Maneuver ------2270- Stage 1 ------ 5500- Stage 2 ------ 5840- Approach EB WB SB HCM Control Delay, s 0 0.5 44.1 HCM LOS E Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 971 - 486 HCM Lane V/C Ratio - - 0.034 - 0.868 HCM Control Delay (s) - - 8.8 0 44.1 HCM Lane LOS - - A A E HCM 95th %tile Q(veh) - - 0.1 - 9.2 F-5 HCM 6th TWSC 2025 No Build AM 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 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 F-6 HCM 6th TWSC 2025 No Build AM 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 121 7 3 177 0 23 000045 Future Vol, veh/h 39 121 7 3 177 0 23 000045 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, % 3 33333333333 Mvmt Flow 42 132 8 3 192 0 25 000049 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 192 0 0 140 0 0 443 418 136 418 422 192 Stage 1 ------220220-198198- Stage 2 ------223198-220224- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - - 1437 - - 523 524 910 544 522 847 Stage 1 ------780719-802735- Stage 2 ------777735-780716- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1375 - - 1437 - - 480 506 910 529 504 847 Mov Cap-2 Maneuver ------480506-529504- Stage 1 ------754695-776734- Stage 2 ------731734-754692- Approach EB WB NB SB HCM Control Delay, s 1.8 0.1 12.9 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)480 1375 - - 1437 - - 847 HCM Lane V/C Ratio 0.052 0.031 - - 0.002 - - 0.058 HCM Control Delay (s) 12.9 7.7 0 - 7.5 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 F-7 HCM 6th AWSC 2025 No Build AM 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 75 125 22 14 55 Future Vol, veh/h 50 75 125 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 82 136 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.2 8.1 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %40% 0% 20% Vol Thru, %60% 85% 0% Vol Right, % 0% 15% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 125 147 69 LT Vol 50 0 14 Through Vol 75 125 0 RT Vol 0 22 55 Lane Flow Rate 136 160 75 Geometry Grp 1 1 1 Degree of Util (X)0.162 0.182 0.087 Departure Headway (Hd)4.286 4.097 4.163 Convergence, Y/N Yes Yes Yes Cap 827 864 866 Service Time 2.361 2.174 2.163 HCM Lane V/C Ratio 0.164 0.185 0.087 HCM Control Delay 8.2 8.1 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 F-8 Queues 2025 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 178 319 274 265 v/c Ratio 0.01 0.56 0.20 0.66 0.53 0.27 Control Delay 0.0 31.2 2.8 26.2 13.5 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 31.2 2.8 26.2 13.5 9.6 Queue Length 50th (ft) 0 70 0 79 45 43 Queue Length 95th (ft) 0 206 34 243 149 141 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 493 757 1093 1018 721 1628 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.29 0.16 0.31 0.38 0.16 Intersection Summary F-9 HCM 6th Signalized Intersection Summary 2025 No Build PM 1: Reliance Rd & Main St 09/07/2023 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) 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 2 0 2 316 1 525 0 168 244 466 927 0 Arrive On Green 0.00 0.00 0.00 0.18 0.18 0.18 0.00 0.25 0.25 0.15 0.51 0.00 Sat Flow, veh/h 832 0 832 1760 8 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 1664 0 0 1768 0 1572 0 0 1650 1739 1826 0 Q Serve(g_s), s 0.1 0.0 0.0 6.8 0.0 4.9 0.0 0.0 10.4 6.5 4.9 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.0 6.8 0.0 4.9 0.0 0.0 10.4 6.5 4.9 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 5 0 0 317 0 525 0 0 412 466 927 0 V/C Ratio(X) 0.44 0.00 0.00 0.70 0.00 0.34 0.00 0.00 0.77 0.59 0.29 0.00 Avail Cap(c_a), veh/h 401 0 0 792 0 947 0 0 1023 796 1950 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 28.9 0.0 0.0 22.4 0.0 14.5 0.0 0.0 20.3 13.5 8.2 0.0 Incr Delay (d2), s/veh 55.1 0.0 0.0 2.8 0.0 0.4 0.0 0.0 3.1 1.2 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 0.1 0.0 0.0 2.7 0.0 1.5 0.0 0.0 4.0 2.3 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 84.0 0.0 0.0 25.2 0.0 14.9 0.0 0.0 23.4 14.7 8.4 0.0 LnGrp LOS F A A C ABAACBAA Approach Vol, veh/h 2 400 319 539 Approach Delay, s/veh 84.0 20.6 23.4 11.6 Approach LOS F C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 15.0 20.5 6.2 35.5 16.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 8.5 12.4 2.1 6.9 8.8 Green Ext Time (p_c), s 0.6 2.1 0.0 1.7 1.6 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B Notes User approved pedestrian interval to be less than phase max green. F-10 HCM 6th TWSC 2025 No Build PM 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 441 344 169 153 22 Future Vol, veh/h 14 441 344 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 479 374 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 558 0 - 0 975 466 Stage 1 - - - - 466 - Stage 2 - - - - 509 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 1008 - - - 278 595 Stage 1 - - - - 630 - Stage 2 - - - - 602 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1008 - - - 272 595 Mov Cap-2 Maneuver - - - - 272 - Stage 1 - - - - 617 - Stage 2 - - - - 602 - Approach EB WB SB HCM Control Delay, s 0.3 0 33.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1008 - - - 272 595 HCM Lane V/C Ratio 0.015 - - - 0.611 0.04 HCM Control Delay (s) 8.6 0 - - 37 11.3 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 3.7 0.1 F-11 HCM 6th TWSC 2025 No Build PM 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 565 18 64 502 10 59 Future Vol, veh/h 565 18 64 502 10 59 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 614 20 70 546 11 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 634 0 1310 624 Stage 1 - - - - 624 - Stage 2 - - - - 686 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 944 - 175 484 Stage 1 - - - - 532 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 944 - 156 484 Mov Cap-2 Maneuver - - - - 156 - Stage 1 - - - - 532 - Stage 2 - - - - 445 - Approach EB WB NB HCM Control Delay, s 0 1 17.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)371 - - 944 - HCM Lane V/C Ratio 0.202 - - 0.074 - HCM Control Delay (s) 17.1 - - 9.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.7 - - 0.2 - F-12 HCM 6th TWSC 2025 No Build PM 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 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 F-13 HCM 6th TWSC 2025 No Build PM 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 37.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 278 202 0 0 166 83 204 5 44 0 0 0 Future Vol, veh/h 278 202 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 287 208 0 0 171 86 210 5 45 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 257 0 - - - 0 996 1039 208 Stage 1 ------782782- 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 - - 270 230 830 Stage 1 - - 0 0 - - 449 403 - Stage 2 - - 0 0 - - 819 693 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1302 -----~ 2030830 Mov Cap-2 Maneuver ------~ 2030- Stage 1 ------3370- Stage 2 ------8190- Approach EB WB NB HCM Control Delay, s 4.9 0 137.7 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)234 1302 - - - HCM Lane V/C Ratio 1.115 0.22 - - - HCM Control Delay (s) 137.7 8.5 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 11.7 0.8 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon F-14 HCM 6th TWSC 2025 No Build PM 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 179 24 7 157 3 21 051035 Future Vol, veh/h 38 179 24 7 157 3 21 051035 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, % 3 33333333333 Mvmt Flow 41 195 26 8 171 3 23 051038 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 174 0 0 221 0 0 498 480 208 482 492 173 Stage 1 ------290290-189189- Stage 2 ------208190-293303- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1397 - - 1342 - - 481 484 830 493 476 868 Stage 1 ------716670-810742- Stage 2 ------792741-713662- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1397 - - 1342 - - 445 464 830 475 456 868 Mov Cap-2 Maneuver ------445464-475456- Stage 1 ------692647-782737- Stage 2 ------752736-684639- Approach EB WB NB SB HCM Control Delay, s 1.2 0.3 12.8 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)489 1397 - - 1342 - - 848 HCM Lane V/C Ratio 0.058 0.03 - - 0.006 - - 0.046 HCM Control Delay (s) 12.8 7.7 0 - 7.7 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.1 F-15 HCM 6th AWSC 2025 No Build PM 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 145 122 20 19 42 Future Vol, veh/h 41 145 122 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 158 133 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.6 8.1 7.8 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %22% 0% 31% Vol Thru, %78% 86% 0% Vol Right, % 0% 14% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 186 142 61 LT Vol 41 0 19 Through Vol 145 122 0 RT Vol 0 20 42 Lane Flow Rate 202 154 66 Geometry Grp 1 1 1 Degree of Util (X)0.237 0.177 0.081 Departure Headway (Hd)4.229 4.137 4.378 Convergence, Y/N Yes Yes Yes Cap 839 854 824 Service Time 2.309 2.232 2.378 HCM Lane V/C Ratio 0.241 0.18 0.08 HCM Control Delay 8.6 8.1 7.8 HCM Lane LOS A A A HCM 95th-tile Q 0.9 0.6 0.3 F-16 Queues 2025 Build AM (Alternative A) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 138 615 425 186 99 v/c Ratio 0.42 0.60 0.68 0.36 0.09 Control Delay 28.6 4.5 22.0 7.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 4.5 22.0 7.8 5.2 Queue Length 50th (ft) 43 6 115 25 12 Queue Length 95th (ft) 112 70 238 56 32 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 800 1219 1110 793 1752 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.17 0.50 0.38 0.23 0.06 Intersection Summary F-17 HCM 6th Signalized Intersection Summary 2025 Build AM (Alternative A) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 91 0 Future Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 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 0 138 0 615 0 242 183 186 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 3 0 638 0 728 0 289 219 340 891 0 Arrive On Green 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.29 0.29 0.10 0.48 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 988 747 1781 1870 0 Grp Volume(v), veh/h 0 0 0 138 0 615 0 0 425 186 99 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 3 0 638 0 728 0 0 508 340 891 0 V/C Ratio(X) 0.00 0.00 0.00 0.22 0.00 0.84 0.00 0.00 0.84 0.55 0.11 0.00 Avail Cap(c_a), veh/h 0 361 0 638 0 728 0 0 861 651 1598 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 16.2 0.0 17.3 0.0 0.0 24.1 17.3 10.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 9.0 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 9.2 0.0 0.0 6.9 2.1 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 16.4 0.0 26.3 0.0 0.0 27.8 18.6 10.6 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 753 425 285 Approach Delay, s/veh 0.0 24.5 27.8 15.8 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.4 27.2 0.0 40.6 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 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.1 18.6 0.0 4.1 26.9 Green Ext Time (p_c), s 0.4 2.6 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 23.8 HCM 6th LOS C F-18 HCM 6th TWSC 2025 Build AM (Alternative A) 2: Reliance Rd & Birmingham Drive 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 321 677 66 74 11 Future Vol, veh/h 5 321 677 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 349 736 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 808 0 - 0 1131 772 Stage 1 - - - - 772 - Stage 2 - - - - 359 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 813 - - - 224 398 Stage 1 - - - - 454 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver 813 - - - 222 398 Mov Cap-2 Maneuver - - - - 222 - Stage 1 - - - - 450 - Stage 2 - - - - 704 - Approach EB WB SB HCM Control Delay, s 0.1 0 28.1 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)813 - - - 222 398 HCM Lane V/C Ratio 0.007 - - - 0.362 0.03 HCM Control Delay (s) 9.5 0 - - 30.2 14.3 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.6 0.1 F-19 HCM 6th TWSC 2025 Build AM (Alternative A) 3: Carolyn Ave & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 387 8 22 736 7 65 Future Vol, veh/h 387 8 22 736 7 65 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 421 9 24 800 8 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 430 0 1274 426 Stage 1 - - - - 426 - Stage 2 - - - - 848 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1124 - 184 626 Stage 1 - - - - 657 - Stage 2 - - - - 418 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1124 - 177 626 Mov Cap-2 Maneuver - - - - 177 - Stage 1 - - - - 657 - Stage 2 - - - - 402 - Approach EB WB NB HCM Control Delay, s 0 0.2 13.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)502 - - 1124 - HCM Lane V/C Ratio 0.156 - - 0.021 - HCM Control Delay (s) 13.5 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.5 - - 0.1 - F-20 Queues 2025 Build AM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Lane Group EBT WBT SBT Lane Group Flow (vph) 607 563 422 v/c Ratio 0.44 0.42 0.81 Control Delay 6.0 8.1 19.2 Queue Delay 0.0 0.5 0.0 Total Delay 6.0 8.6 19.2 Queue Length 50th (ft) 86 98 26 Queue Length 95th (ft) 246 399 116 Internal Link Dist (ft) 495 514 640 Turn Bay Length (ft) Base Capacity (vph) 1366 1353 667 Starvation Cap Reductn 0 401 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.44 0.59 0.63 Intersection Summary F-21 HCM Signalized Intersection Capacity Analysis 2025 Build AM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 352 206 30 488 0000352351 Future Volume (vph)0 352 206 30 488 0000352351 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 0.95 1.00 0.88 Flt Protected 1.00 1.00 1.00 Satd. Flow (prot)1770 1857 1628 Flt Permitted 1.00 0.95 1.00 Satd. Flow (perm)1770 1764 1628 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 383 224 33 530 0000382382 RTOR Reduction (vph)09000000003370 Lane Group Flow (vph) 0 598 0 0 563 00000850 Turn Type NA pm+pt NA Split NA Protected Phases 2 1 6 4 4 Permitted Phases 6 Actuated Green, G (s)76.7 76.7 11.3 Effective Green, g (s)76.7 76.7 11.3 Actuated g/C Ratio 0.77 0.77 0.11 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1357 1352 183 v/s Ratio Prot c0.34 c0.05 v/s Ratio Perm 0.32 v/c Ratio 0.44 0.42 0.46 Uniform Delay, d1 4.1 4.0 41.5 Progression Factor 1.00 1.42 1.00 Incremental Delay, d2 1.0 0.2 1.9 Delay (s)5.1 5.8 43.4 Level of Service A A D Approach Delay (s)5.1 5.8 0.0 43.4 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 84.0% ICU Level of Service E Analysis Period (min)15 c Critical Lane Group F-22 Queues 2025 Build AM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Lane Group EBT WBT NBT Lane Group Flow (vph) 421 291 439 v/c Ratio 0.63 0.28 0.85 Control Delay 15.5 10.5 49.1 Queue Delay 0.0 0.0 0.0 Total Delay 15.5 10.5 49.1 Queue Length 50th (ft) 169 75 257 Queue Length 95th (ft) 314 136 358 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 670 1052 601 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.63 0.28 0.73 Intersection Summary F-23 HCM Signalized Intersection Capacity Analysis 2025 Build AM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 263 124 0 0 159 109 361 1 42 0 0 0 Future Volume (vph) 263 124 0 0 159 109 361 1 42 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.95 0.99 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1802 1761 1758 Flt Permitted 0.61 1.00 0.96 Satd. Flow (perm)1136 1761 1758 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 286 135 0 0 173 118 392 1 46 0 0 0 RTOR Reduction (vph)0000140040000 Lane Group Flow (vph) 0 421 0 0 277 0 0 435 0000 Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)59.0 59.0 29.0 Effective Green, g (s)59.0 59.0 29.0 Actuated g/C Ratio 0.59 0.59 0.29 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)670 1038 509 v/s Ratio Prot 0.16 c0.25 v/s Ratio Perm c0.37 v/c Ratio 0.63 0.27 0.85 Uniform Delay, d1 13.4 10.0 33.5 Progression Factor 0.73 1.00 1.00 Incremental Delay, d2 1.7 0.6 13.1 Delay (s)11.4 10.6 46.6 Level of Service B B D Approach Delay (s)11.4 10.6 46.6 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 24.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min)15 c Critical Lane Group F-24 HCM 6th TWSC 2025 Build AM (Alternative A) 6: Buckton Road & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 12 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 121 7 3 177 0 23 000045 Future Vol, veh/h 39 121 7 3 177 0 23 000045 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, % 3 33333333333 Mvmt Flow 42 132 8 3 192 0 25 000049 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 192 0 0 140 0 0 443 418 136 418 422 192 Stage 1 ------220220-198198- Stage 2 ------223198-220224- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - - 1437 - - 523 524 910 544 522 847 Stage 1 ------780719-802735- Stage 2 ------777735-780716- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1375 - - 1437 - - 480 506 910 529 504 847 Mov Cap-2 Maneuver ------480506-529504- Stage 1 ------754695-776734- Stage 2 ------731734-754692- Approach EB WB NB SB HCM Control Delay, s 1.8 0.1 12.9 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)480 1375 - - 1437 - - 847 HCM Lane V/C Ratio 0.052 0.031 - - 0.002 - - 0.058 HCM Control Delay (s) 12.9 7.7 0 - 7.5 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 F-25 HCM 6th AWSC 2025 Build AM (Alternative A) 7: Reliance Rd & Gas Station Driveway 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 13 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 75 125 22 14 55 Future Vol, veh/h 50 75 125 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 82 136 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.2 8.1 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %40% 0% 20% Vol Thru, %60% 85% 0% Vol Right, % 0% 15% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 125 147 69 LT Vol 50 0 14 Through Vol 75 125 0 RT Vol 0 22 55 Lane Flow Rate 136 160 75 Geometry Grp 1 1 1 Degree of Util (X)0.162 0.182 0.087 Departure Headway (Hd)4.286 4.097 4.163 Convergence, Y/N Yes Yes Yes Cap 827 864 866 Service Time 2.361 2.174 2.163 HCM Lane V/C Ratio 0.164 0.185 0.087 HCM Control Delay 8.2 8.1 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 F-26 Queues 2025 Build PM (Alternative A) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 178 319 274 265 v/c Ratio 0.01 0.56 0.20 0.66 0.53 0.27 Control Delay 0.0 31.5 2.8 26.4 13.8 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 31.5 2.8 26.4 13.8 9.9 Queue Length 50th (ft) 0 70 0 79 45 43 Queue Length 95th (ft) 0 212 35 248 154 147 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 492 755 1091 1016 719 1624 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.29 0.16 0.31 0.38 0.16 Intersection Summary F-27 HCM 6th Signalized Intersection Summary 2025 Build PM (Alternative A) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 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 3 0 3 315 1 525 0 168 244 465 927 0 Arrive On Green 0.00 0.00 0.00 0.18 0.18 0.18 0.00 0.25 0.25 0.15 0.51 0.00 Sat Flow, veh/h 832 0 832 1760 8 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 1664 0 0 1768 0 1572 0 0 1650 1739 1826 0 Q Serve(g_s), s 0.1 0.0 0.0 6.9 0.0 4.9 0.0 0.0 10.5 6.5 4.9 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.0 6.9 0.0 4.9 0.0 0.0 10.5 6.5 4.9 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 6 0 0 317 0 525 0 0 412 465 927 0 V/C Ratio(X) 0.31 0.00 0.00 0.70 0.00 0.34 0.00 0.00 0.77 0.59 0.29 0.00 Avail Cap(c_a), veh/h 400 0 0 790 0 946 0 0 1021 794 1946 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 28.9 0.0 0.0 22.4 0.0 14.6 0.0 0.0 20.3 13.5 8.3 0.0 Incr Delay (d2), s/veh 25.8 0.0 0.0 2.8 0.0 0.4 0.0 0.0 3.1 1.2 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 0.1 0.0 0.0 2.7 0.0 1.5 0.0 0.0 4.0 2.3 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.7 0.0 0.0 25.2 0.0 14.9 0.0 0.0 23.4 14.7 8.4 0.0 LnGrp LOS D A A C ABAACBAA Approach Vol, veh/h 2 400 319 539 Approach Delay, s/veh 54.7 20.6 23.4 11.6 Approach LOS D C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 15.0 20.5 6.2 35.5 16.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 8.5 12.5 2.1 6.9 8.9 Green Ext Time (p_c), s 0.6 2.1 0.0 1.7 1.6 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B F-28 HCM 6th TWSC 2025 Build PM (Alternative A) 2: Reliance Rd & Birmingham Drive 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 441 344 169 153 22 Future Vol, veh/h 14 441 344 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 479 374 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 558 0 - 0 975 466 Stage 1 - - - - 466 - Stage 2 - - - - 509 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 1008 - - - 278 595 Stage 1 - - - - 630 - Stage 2 - - - - 602 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1008 - - - 272 595 Mov Cap-2 Maneuver - - - - 272 - Stage 1 - - - - 617 - Stage 2 - - - - 602 - Approach EB WB SB HCM Control Delay, s 0.3 0 33.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1008 - - - 272 595 HCM Lane V/C Ratio 0.015 - - - 0.611 0.04 HCM Control Delay (s) 8.6 0 - - 37 11.3 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 3.7 0.1 F-29 HCM 6th TWSC 2025 Build PM (Alternative A) 3: Carolyn Ave & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 565 18 64 502 10 59 Future Vol, veh/h 565 18 64 502 10 59 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 614 20 70 546 11 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 634 0 1310 624 Stage 1 - - - - 624 - Stage 2 - - - - 686 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 944 - 175 484 Stage 1 - - - - 532 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 944 - 156 484 Mov Cap-2 Maneuver - - - - 156 - Stage 1 - - - - 532 - Stage 2 - - - - 445 - Approach EB WB NB HCM Control Delay, s 0 1 17.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)371 - - 944 - HCM Lane V/C Ratio 0.202 - - 0.074 - HCM Control Delay (s) 17.1 - - 9.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.7 - - 0.2 - F-30 Queues 2025 Build PM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Lane Group EBT WBT SBT Lane Group Flow (vph) 697 385 409 v/c Ratio 0.55 0.32 0.84 Control Delay 9.9 10.7 29.1 Queue Delay 0.0 0.0 0.0 Total Delay 9.9 10.7 29.1 Queue Length 50th (ft) 165 157 90 Queue Length 95th (ft) 378 290 180 Internal Link Dist (ft) 495 514 640 Turn Bay Length (ft) Base Capacity (vph) 1265 1217 644 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.55 0.32 0.64 Intersection Summary F-31 HCM Signalized Intersection Capacity Analysis 2025 Build PM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 417 252 30 340 0000620330 Future Volume (vph)0 417 252 30 340 0000620330 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 0.95 1.00 0.89 Flt Protected 1.00 1.00 0.99 Satd. Flow (prot)1751 1837 1622 Flt Permitted 1.00 0.92 0.99 Satd. Flow (perm)1751 1699 1622 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 434 262 31 354 0000650344 RTOR Reduction (vph) 0 10 000000002220 Lane Group Flow (vph) 0 687 0 0 385 000001870 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type NA pm+pt NA Split NA Protected Phases 2 1 6 4 4 Permitted Phases 6 Actuated Green, G (s)71.7 71.7 16.3 Effective Green, g (s)71.7 71.7 16.3 Actuated g/C Ratio 0.72 0.72 0.16 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1255 1218 264 v/s Ratio Prot c0.39 c0.12 v/s Ratio Perm 0.23 v/c Ratio 0.55 0.32 0.71 Uniform Delay, d1 6.6 5.2 39.6 Progression Factor 1.00 1.50 1.00 Incremental Delay, d2 1.7 0.1 8.4 Delay (s)8.3 7.9 48.0 Level of Service A A D Approach Delay (s)8.3 7.9 0.0 48.0 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 19.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 76.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group F-32 Queues 2025 Build PM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Lane Group EBT WBT NBT Lane Group Flow (vph) 495 257 260 v/c Ratio 0.58 0.21 0.74 Control Delay 6.5 6.6 48.0 Queue Delay 0.0 0.0 0.0 Total Delay 6.5 6.6 48.0 Queue Length 50th (ft) 56 48 150 Queue Length 95th (ft) 83 100 217 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 858 1208 596 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.58 0.21 0.44 Intersection Summary F-33 HCM Signalized Intersection Capacity Analysis 2025 Build PM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 278 202 0 0 166 83 204 5 44 0 0 0 Future Volume (vph) 278 202 0 0 166 83 204 5 44 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.95 0.98 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1793 1761 1732 Flt Permitted 0.68 1.00 0.96 Satd. Flow (perm)1260 1761 1732 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 287 208 0 0 171 86 210 5 45 0 0 0 RTOR Reduction (vph)000080090000 Lane Group Flow (vph) 0 495 0 0 249 0 0 251 0000 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)68.1 68.1 19.9 Effective Green, g (s)68.1 68.1 19.9 Actuated g/C Ratio 0.68 0.68 0.20 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)858 1199 344 v/s Ratio Prot 0.14 c0.15 v/s Ratio Perm c0.39 v/c Ratio 0.58 0.21 0.73 Uniform Delay, d1 8.4 5.9 37.5 Progression Factor 0.40 1.00 1.00 Incremental Delay, d2 0.8 0.4 7.7 Delay (s)4.2 6.3 45.3 Level of Service A A D Approach Delay (s)4.2 6.3 45.3 0.0 Approach LOS A A D A Intersection Summary HCM 2000 Control Delay 15.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group F-34 HCM 6th TWSC 2025 Build PM (Alternative A) 6: Buckton Road & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 12 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 179 24 7 157 3 21 051035 Future Vol, veh/h 38 179 24 7 157 3 21 051035 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, % 3 33333333333 Mvmt Flow 41 195 26 8 171 3 23 051038 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 174 0 0 221 0 0 498 480 208 482 492 173 Stage 1 ------290290-189189- Stage 2 ------208190-293303- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1397 - - 1342 - - 481 484 830 493 476 868 Stage 1 ------716670-810742- Stage 2 ------792741-713662- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1397 - - 1342 - - 445 464 830 475 456 868 Mov Cap-2 Maneuver ------445464-475456- Stage 1 ------692647-782737- Stage 2 ------752736-684639- Approach EB WB NB SB HCM Control Delay, s 1.2 0.3 12.8 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)489 1397 - - 1342 - - 848 HCM Lane V/C Ratio 0.058 0.03 - - 0.006 - - 0.046 HCM Control Delay (s) 12.8 7.7 0 - 7.7 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.1 F-35 HCM 6th AWSC 2025 Build PM (Alternative A) 7: Reliance Rd & Gas Station Driveway 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 13 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 145 122 20 19 42 Future Vol, veh/h 41 145 122 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 158 133 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.6 8.1 7.8 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %22% 0% 31% Vol Thru, %78% 86% 0% Vol Right, % 0% 14% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 186 142 61 LT Vol 41 0 19 Through Vol 145 122 0 RT Vol 0 20 42 Lane Flow Rate 202 154 66 Geometry Grp 1 1 1 Degree of Util (X)0.237 0.177 0.081 Departure Headway (Hd)4.229 4.137 4.378 Convergence, Y/N Yes Yes Yes Cap 839 854 824 Service Time 2.309 2.232 2.378 HCM Lane V/C Ratio 0.241 0.18 0.08 HCM Control Delay 8.6 8.1 7.8 HCM Lane LOS A A A HCM 95th-tile Q 0.9 0.6 0.3 F-36 Queues 2025 Build AM (Alternative B) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 138 615 425 186 99 v/c Ratio 0.42 0.60 0.68 0.36 0.09 Control Delay 28.6 4.5 22.0 7.8 5.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 28.6 4.5 22.0 7.8 5.2 Queue Length 50th (ft) 43 6 115 25 12 Queue Length 95th (ft) 112 70 238 56 32 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 800 1219 1110 793 1752 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.17 0.50 0.38 0.23 0.06 Intersection Summary F-37 HCM 6th Signalized Intersection Summary 2025 Build AM (Alternative B) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 91 0 Future Volume (veh/h) 0 0 0 127 0 566 0 223 168 171 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 0 138 0 615 0 242 183 186 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 3 0 638 0 728 0 289 219 340 891 0 Arrive On Green 0.00 0.00 0.00 0.36 0.00 0.36 0.00 0.29 0.29 0.10 0.48 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 988 747 1781 1870 0 Grp Volume(v), veh/h 0 0 0 138 0 615 0 0 425 186 99 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 3.9 0.0 24.9 0.0 0.0 16.6 5.1 2.1 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 3 0 638 0 728 0 0 508 340 891 0 V/C Ratio(X) 0.00 0.00 0.00 0.22 0.00 0.84 0.00 0.00 0.84 0.55 0.11 0.00 Avail Cap(c_a), veh/h 0 361 0 638 0 728 0 0 861 651 1598 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 16.2 0.0 17.3 0.0 0.0 24.1 17.3 10.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 9.0 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 9.2 0.0 0.0 6.9 2.1 0.8 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 16.4 0.0 26.3 0.0 0.0 27.8 18.6 10.6 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 753 425 285 Approach Delay, s/veh 0.0 24.5 27.8 15.8 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.4 27.2 0.0 40.6 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 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.1 18.6 0.0 4.1 26.9 Green Ext Time (p_c), s 0.4 2.6 0.0 0.6 0.0 Intersection Summary HCM 6th Ctrl Delay 23.8 HCM 6th LOS C F-38 HCM 6th TWSC 2025 Build AM (Alternative B) 2: Reliance Rd & Birmingham Drive 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 321 677 66 74 11 Future Vol, veh/h 5 321 677 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 349 736 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 808 0 - 0 1131 772 Stage 1 - - - - 772 - Stage 2 - - - - 359 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 813 - - - 224 398 Stage 1 - - - - 454 - Stage 2 - - - - 704 - Platoon blocked, % - - - Mov Cap-1 Maneuver 813 - - - 222 398 Mov Cap-2 Maneuver - - - - 222 - Stage 1 - - - - 450 - Stage 2 - - - - 704 - Approach EB WB SB HCM Control Delay, s 0.1 0 28.1 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)813 - - - 222 398 HCM Lane V/C Ratio 0.007 - - - 0.362 0.03 HCM Control Delay (s) 9.5 0 - - 30.2 14.3 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.6 0.1 F-39 HCM 6th TWSC 2025 Build AM (Alternative B) 3: Carolyn Ave & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 0.9 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 387 8 22 736 7 65 Future Vol, veh/h 387 8 22 736 7 65 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 421 9 24 800 8 71 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 430 0 1274 426 Stage 1 - - - - 426 - Stage 2 - - - - 848 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1124 - 184 626 Stage 1 - - - - 657 - Stage 2 - - - - 418 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1124 - 177 626 Mov Cap-2 Maneuver - - - - 177 - Stage 1 - - - - 657 - Stage 2 - - - - 402 - Approach EB WB NB HCM Control Delay, s 0 0.2 13.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)502 - - 1124 - HCM Lane V/C Ratio 0.156 - - 0.021 - HCM Control Delay (s) 13.5 - - 8.3 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.5 - - 0.1 - F-40 HCM 6th TWSC 2025 Build AM (Alternative B) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 6.8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 352 206 30 488 0000352351 Future Vol, veh/h 0 352 206 30 488 0000352351 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 -----------200 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 0 383 224 33 530 0000382382 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 607 0 0 1091 1203 530 Stage 1 ------ 596596- Stage 2 ------ 495607- 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 - - 971 - 0 238 184 549 Stage 1 0 ----0 550492- Stage 2 0 ----0 613486- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 971 - -227 0 549 Mov Cap-2 Maneuver ------2270- Stage 1 ------ 5500- Stage 2 ------ 5840- Approach EB WB SB HCM Control Delay, s 0 0.5 25.1 HCM LOS D Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 971 - 227 549 HCM Lane V/C Ratio - - 0.034 - 0.177 0.695 HCM Control Delay (s) - - 8.8 0 24.2 25.2 HCM Lane LOS - - A A C D HCM 95th %tile Q(veh) - - 0.1 - 0.6 5.4 F-41 Queues 2025 Build AM (Alternative B) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Lane Group EBT WBT NBT Lane Group Flow (vph) 421 291 439 v/c Ratio 0.63 0.28 0.85 Control Delay 20.1 10.5 49.1 Queue Delay 0.0 0.0 0.0 Total Delay 20.1 10.5 49.1 Queue Length 50th (ft) 167 75 257 Queue Length 95th (ft) 309 136 358 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 670 1052 601 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.63 0.28 0.73 Intersection Summary F-42 HCM Signalized Intersection Capacity Analysis 2025 Build AM (Alternative B) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 263 124 0 0 159 109 361 1 42 0 0 0 Future Volume (vph) 263 124 0 0 159 109 361 1 42 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.95 0.99 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1802 1761 1758 Flt Permitted 0.61 1.00 0.96 Satd. Flow (perm)1136 1761 1758 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 286 135 0 0 173 118 392 1 46 0 0 0 RTOR Reduction (vph)0000140040000 Lane Group Flow (vph) 0 421 0 0 277 0 0 435 0000 Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)59.0 59.0 29.0 Effective Green, g (s)59.0 59.0 29.0 Actuated g/C Ratio 0.59 0.59 0.29 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)670 1038 509 v/s Ratio Prot 0.16 c0.25 v/s Ratio Perm c0.37 v/c Ratio 0.63 0.27 0.85 Uniform Delay, d1 13.4 10.0 33.5 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.6 13.1 Delay (s)15.2 10.6 46.6 Level of Service B B D Approach Delay (s)15.2 10.6 46.6 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 26.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 73.7% ICU Level of Service D Analysis Period (min)15 c Critical Lane Group F-43 HCM 6th TWSC 2025 Build AM (Alternative B) 6: Buckton Road & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 121 7 3 177 0 23 000045 Future Vol, veh/h 39 121 7 3 177 0 23 000045 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, % 3 33333333333 Mvmt Flow 42 132 8 3 192 0 25 000049 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 192 0 0 140 0 0 443 418 136 418 422 192 Stage 1 ------220220-198198- Stage 2 ------223198-220224- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1375 - - 1437 - - 523 524 910 544 522 847 Stage 1 ------780719-802735- Stage 2 ------777735-780716- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1375 - - 1437 - - 480 506 910 529 504 847 Mov Cap-2 Maneuver ------480506-529504- Stage 1 ------754695-776734- Stage 2 ------731734-754692- Approach EB WB NB SB HCM Control Delay, s 1.8 0.1 12.9 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)480 1375 - - 1437 - - 847 HCM Lane V/C Ratio 0.052 0.031 - - 0.002 - - 0.058 HCM Control Delay (s) 12.9 7.7 0 - 7.5 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 F-44 HCM 6th AWSC 2025 Build AM (Alternative B) 7: Reliance Rd & Gas Station Driveway 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 11 Intersection Intersection Delay, s/veh 8 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 75 125 22 14 55 Future Vol, veh/h 50 75 125 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 82 136 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.2 8.1 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %40% 0% 20% Vol Thru, %60% 85% 0% Vol Right, % 0% 15% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 125 147 69 LT Vol 50 0 14 Through Vol 75 125 0 RT Vol 0 22 55 Lane Flow Rate 136 160 75 Geometry Grp 1 1 1 Degree of Util (X)0.162 0.182 0.087 Departure Headway (Hd)4.286 4.097 4.163 Convergence, Y/N Yes Yes Yes Cap 827 864 866 Service Time 2.361 2.174 2.163 HCM Lane V/C Ratio 0.164 0.185 0.087 HCM Control Delay 8.2 8.1 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 F-45 Queues 2025 Build PM (Option 2) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 222 178 319 274 265 v/c Ratio 0.01 0.56 0.20 0.66 0.53 0.27 Control Delay 0.0 31.5 2.8 26.4 13.8 9.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 31.5 2.8 26.4 13.8 9.9 Queue Length 50th (ft) 0 70 0 79 45 43 Queue Length 95th (ft) 0 212 35 248 154 147 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 492 755 1091 1016 719 1624 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.29 0.16 0.31 0.38 0.16 Intersection Summary F-46 HCM 6th Signalized Intersection Summary 2025 Build PM (Option 2) 1: Reliance Rd & Main St 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 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 3 0 3 315 1 525 0 168 244 465 927 0 Arrive On Green 0.00 0.00 0.00 0.18 0.18 0.18 0.00 0.25 0.25 0.15 0.51 0.00 Sat Flow, veh/h 832 0 832 1760 8 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 1664 0 0 1768 0 1572 0 0 1650 1739 1826 0 Q Serve(g_s), s 0.1 0.0 0.0 6.9 0.0 4.9 0.0 0.0 10.5 6.5 4.9 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.0 6.9 0.0 4.9 0.0 0.0 10.5 6.5 4.9 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 6 0 0 317 0 525 0 0 412 465 927 0 V/C Ratio(X) 0.31 0.00 0.00 0.70 0.00 0.34 0.00 0.00 0.77 0.59 0.29 0.00 Avail Cap(c_a), veh/h 400 0 0 790 0 946 0 0 1021 794 1946 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 28.9 0.0 0.0 22.4 0.0 14.6 0.0 0.0 20.3 13.5 8.3 0.0 Incr Delay (d2), s/veh 25.8 0.0 0.0 2.8 0.0 0.4 0.0 0.0 3.1 1.2 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 0.1 0.0 0.0 2.7 0.0 1.5 0.0 0.0 4.0 2.3 1.6 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 54.7 0.0 0.0 25.2 0.0 14.9 0.0 0.0 23.4 14.7 8.4 0.0 LnGrp LOS D A A C ABAACBAA Approach Vol, veh/h 2 400 319 539 Approach Delay, s/veh 54.7 20.6 23.4 11.6 Approach LOS D C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 15.0 20.5 6.2 35.5 16.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 8.5 12.5 2.1 6.9 8.9 Green Ext Time (p_c), s 0.6 2.1 0.0 1.7 1.6 Intersection Summary HCM 6th Ctrl Delay 17.5 HCM 6th LOS B F-47 HCM 6th TWSC 2025 Build PM (Option 2) 2: Reliance Rd & Birmingham Drive 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 5.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 441 344 169 153 22 Future Vol, veh/h 14 441 344 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 479 374 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 558 0 - 0 975 466 Stage 1 - - - - 466 - Stage 2 - - - - 509 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 1008 - - - 278 595 Stage 1 - - - - 630 - Stage 2 - - - - 602 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1008 - - - 272 595 Mov Cap-2 Maneuver - - - - 272 - Stage 1 - - - - 617 - Stage 2 - - - - 602 - Approach EB WB SB HCM Control Delay, s 0.3 0 33.8 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)1008 - - - 272 595 HCM Lane V/C Ratio 0.015 - - - 0.611 0.04 HCM Control Delay (s) 8.6 0 - - 37 11.3 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 3.7 0.1 F-48 HCM 6th TWSC 2025 Build PM (Option 2) 3: Carolyn Ave & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 565 18 64 502 10 59 Future Vol, veh/h 565 18 64 502 10 59 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 614 20 70 546 11 64 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 634 0 1310 624 Stage 1 - - - - 624 - Stage 2 - - - - 686 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 944 - 175 484 Stage 1 - - - - 532 - Stage 2 - - - - 498 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 944 - 156 484 Mov Cap-2 Maneuver - - - - 156 - Stage 1 - - - - 532 - Stage 2 - - - - 445 - Approach EB WB NB HCM Control Delay, s 0 1 17.1 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)371 - - 944 - HCM Lane V/C Ratio 0.202 - - 0.074 - HCM Control Delay (s) 17.1 - - 9.1 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.7 - - 0.2 - F-49 HCM 6th TWSC 2025 Build PM (Option 2) 4: I-81 SB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 4.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 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 -----------200 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 16.5 HCM LOS C Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 895 - 263 688 HCM Lane V/C Ratio - - 0.035 - 0.246 0.5 HCM Control Delay (s) - - 9.2 0 23.1 15.3 HCM Lane LOS - - A A C C HCM 95th %tile Q(veh) - - 0.1 - 0.9 2.8 F-50 Queues 2025 Build PM (Option 2) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Lane Group EBT WBT NBT Lane Group Flow (vph) 495 257 260 v/c Ratio 0.58 0.21 0.74 Control Delay 13.0 6.6 48.0 Queue Delay 0.0 0.0 0.0 Total Delay 13.0 6.6 48.0 Queue Length 50th (ft) 147 48 150 Queue Length 95th (ft) 303 100 217 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 858 1208 596 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.58 0.21 0.44 Intersection Summary F-51 HCM Signalized Intersection Capacity Analysis 2025 Build PM (Option 2) 5: I-81 NB Ramp & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 278 202 0 0 166 83 204 5 44 0 0 0 Future Volume (vph) 278 202 0 0 166 83 204 5 44 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.95 0.98 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1793 1761 1732 Flt Permitted 0.68 1.00 0.96 Satd. Flow (perm)1260 1761 1732 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 287 208 0 0 171 86 210 5 45 0 0 0 RTOR Reduction (vph)000080090000 Lane Group Flow (vph) 0 495 0 0 249 0 0 251 0000 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)68.1 68.1 19.9 Effective Green, g (s)68.1 68.1 19.9 Actuated g/C Ratio 0.68 0.68 0.20 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)858 1199 344 v/s Ratio Prot 0.14 c0.15 v/s Ratio Perm c0.39 v/c Ratio 0.58 0.21 0.73 Uniform Delay, d1 8.4 5.9 37.5 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.4 7.7 Delay (s)9.3 6.3 45.3 Level of Service A A D Approach Delay (s)9.3 6.3 45.3 0.0 Approach LOS A A D A Intersection Summary HCM 2000 Control Delay 17.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 69.1% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group F-52 HCM 6th TWSC 2025 Build PM (Option 2) 6: Buckton Road & Reliance Rd 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Intersection Int Delay, s/veh 2.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 38 179 24 7 157 3 21 051035 Future Vol, veh/h 38 179 24 7 157 3 21 051035 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, % 3 33333333333 Mvmt Flow 41 195 26 8 171 3 23 051038 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 174 0 0 221 0 0 498 480 208 482 492 173 Stage 1 ------290290-189189- Stage 2 ------208190-293303- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1397 - - 1342 - - 481 484 830 493 476 868 Stage 1 ------716670-810742- Stage 2 ------792741-713662- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1397 - - 1342 - - 445 464 830 475 456 868 Mov Cap-2 Maneuver ------445464-475456- Stage 1 ------692647-782737- Stage 2 ------752736-684639- Approach EB WB NB SB HCM Control Delay, s 1.2 0.3 12.8 9.5 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)489 1397 - - 1342 - - 848 HCM Lane V/C Ratio 0.058 0.03 - - 0.006 - - 0.046 HCM Control Delay (s) 12.8 7.7 0 - 7.7 0 - 9.5 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.1 F-53 HCM 6th AWSC 2025 Build PM (Option 2) 7: Reliance Rd & Gas Station Driveway 09/06/2023 Hester Property Synchro 11 Report Wells + Associates Page 11 Intersection Intersection Delay, s/veh 8.3 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 145 122 20 19 42 Future Vol, veh/h 41 145 122 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 158 133 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.6 8.1 7.8 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %22% 0% 31% Vol Thru, %78% 86% 0% Vol Right, % 0% 14% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 186 142 61 LT Vol 41 0 19 Through Vol 145 122 0 RT Vol 0 20 42 Lane Flow Rate 202 154 66 Geometry Grp 1 1 1 Degree of Util (X)0.237 0.177 0.081 Departure Headway (Hd)4.229 4.137 4.378 Convergence, Y/N Yes Yes Yes Cap 839 854 824 Service Time 2.309 2.232 2.378 HCM Lane V/C Ratio 0.241 0.18 0.08 HCM Control Delay 8.6 8.1 7.8 HCM Lane LOS A A A HCM 95th-tile Q 0.9 0.6 0.3 F-54 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX G Design Year Conditions Levels of Service and Queues (2047) Queues 2047 No Build AM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 150 640 457 200 109 v/c Ratio 0.46 0.63 0.69 0.39 0.09 Control Delay 31.0 5.8 22.6 8.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.0 5.8 22.6 8.1 5.3 Queue Length 50th (ft) 51 17 133 28 14 Queue Length 95th (ft) 128 108 273 62 36 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 749 1182 1041 761 1707 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.20 0.54 0.44 0.26 0.06 Intersection Summary G-1 HCM 6th Signalized Intersection Summary 2047 No Build AM 1: Reliance Rd & Main St 09/07/2023 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) 0 0 0 138 0 589 0 239 181 184 100 0 Future Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 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 0 150 0 640 0 260 197 200 109 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 2 0 617 0 715 0 305 231 341 924 0 Arrive On Green 0.00 0.00 0.00 0.35 0.00 0.35 0.00 0.31 0.31 0.10 0.49 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 987 748 1781 1870 0 Grp Volume(v), veh/h 0 0 0 150 0 640 0 0 457 200 109 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 2 0 617 0 715 0 0 537 341 924 0 V/C Ratio(X) 0.00 0.00 0.00 0.24 0.00 0.90 0.00 0.00 0.85 0.59 0.12 0.00 Avail Cap(c_a), veh/h 0 349 0 617 0 715 0 0 832 629 1544 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 17.5 0.0 19.0 0.0 0.0 24.3 17.4 10.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 13.9 0.0 0.0 5.2 1.6 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 1.7 0.0 11.2 0.0 0.0 7.9 2.2 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 17.7 0.0 32.9 0.0 0.0 29.5 19.0 10.3 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 790 457 309 Approach Delay, s/veh 0.0 30.0 29.5 15.9 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.9 29.2 0.0 43.1 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 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.6 20.5 0.0 4.4 28.0 Green Ext Time (p_c), s 0.4 2.7 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C Notes User approved pedestrian interval to be less than phase max green. G-2 HCM 6th TWSC 2047 No Build AM 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 346 710 66 74 11 Future Vol, veh/h 5 346 710 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 376 772 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 844 0 - 0 1194 808 Stage 1 - - - - 808 - Stage 2 - - - - 386 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 788 - - - 205 379 Stage 1 - - - - 437 - Stage 2 - - - - 685 - Platoon blocked, % - - - Mov Cap-1 Maneuver 788 - - - 203 379 Mov Cap-2 Maneuver - - - - 203 - Stage 1 - - - - 434 - Stage 2 - - - - 685 - Approach EB WB SB HCM Control Delay, s 0.1 0 31.4 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)788 - - - 203 379 HCM Lane V/C Ratio 0.007 - - - 0.396 0.032 HCM Control Delay (s) 9.6 0 - - 33.9 14.8 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.8 0.1 G-3 HCM 6th TWSC 2047 No Build AM 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 411 9 25 768 8 73 Future Vol, veh/h 411 9 25 768 8 73 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 447 10 27 835 9 79 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 457 0 1341 452 Stage 1 - - - - 452 - Stage 2 - - - - 889 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1099 - 167 605 Stage 1 - - - - 639 - Stage 2 - - - - 400 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1099 - 159 605 Mov Cap-2 Maneuver - - - - 159 - Stage 1 - - - - 639 - Stage 2 - - - - 382 - Approach EB WB NB HCM Control Delay, s 0 0.3 14.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)474 - - 1099 - HCM Lane V/C Ratio 0.186 - - 0.025 - HCM Control Delay (s) 14.3 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.7 - - 0.1 - G-4 HCM 6th TWSC 2047 No Build AM 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 17.3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 381 221 32 512 0000382372 Future Vol, veh/h 0 381 221 32 512 0000382372 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 0 414 240 35 557 0000412404 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 654 0 0 1161 1281 557 Stage 1 ------ 627627- Stage 2 ------ 534654- 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 - - 933 - 0 216 166 530 Stage 1 0 ----0 532476- Stage 2 0 ----0 588463- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 933 - -204 0 530 Mov Cap-2 Maneuver ------2040- Stage 1 ------ 5320- Stage 2 ------ 5560- Approach EB WB SB HCM Control Delay, s 0 0.5 64.6 HCM LOS F Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 933 - 462 HCM Lane V/C Ratio - - 0.037 - 0.969 HCM Control Delay (s) - - 9 0 64.6 HCM Lane LOS - - A A F HCM 95th %tile Q(veh) - - 0.1 - 12.1 G-5 HCM 6th TWSC 2047 No Build AM 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 222.9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 286 132 0 0 170 118 377 1 44 0 0 0 Future Vol, veh/h 286 132 0 0 170 118 377 1 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 92 92 92 92 92 92 92 92 92 92 92 92 Heavy Vehicles, % 2 22222222222 Mvmt Flow 311 143 0 0 185 128 410 1 48 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 313 0 - - - 0 1014 1078 143 Stage 1 ------765765- Stage 2 ------249313- 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 1247 - 0 0 - - ~ 264 219 905 Stage 1 - - 0 0 - - 459 412 - Stage 2 - - 0 0 - - 792 657 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1247 -----~ 1920905 Mov Cap-2 Maneuver ------~ 1920- Stage 1 ------~ 3350- Stage 2 ------7920- Approach EB WB NB HCM Control Delay, s 6.1 0 $ 589.8 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)209 1247 - - - HCM Lane V/C Ratio 2.195 0.249 - - - HCM Control Delay (s) $ 589.8 8.8 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 36 1 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G-6 HCM 6th TWSC 2047 No Build AM 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 130 8 3 190 0 26 000046 Future Vol, veh/h 39 130 8 3 190 0 26 000046 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, % 3 33333333333 Mvmt Flow 42 141 9 3 207 0 28 000050 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 207 0 0 150 0 0 468 443 146 443 447 207 Stage 1 ------230230-213213- Stage 2 ------238213-230234- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1358 - - 1425 - - 504 508 898 523 505 831 Stage 1 ------771712-787724- Stage 2 ------763724-771709- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1358 - - 1425 - - 461 490 898 509 487 831 Mov Cap-2 Maneuver ------461490-509487- Stage 1 ------745688-760723- Stage 2 ------716723-745685- Approach EB WB NB SB HCM Control Delay, s 1.7 0.1 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)461 1358 - - 1425 - - 831 HCM Lane V/C Ratio 0.061 0.031 - - 0.002 - - 0.06 HCM Control Delay (s) 13.3 7.7 0 - 7.5 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-7 HCM 6th AWSC 2047 No Build AM 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 84 139 22 14 55 Future Vol, veh/h 50 84 139 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 91 151 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.3 8.2 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %37% 0% 20% Vol Thru, %63% 86% 0% Vol Right, % 0% 14% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 134 161 69 LT Vol 50 0 14 Through Vol 84 139 0 RT Vol 0 22 55 Lane Flow Rate 146 175 75 Geometry Grp 1 1 1 Degree of Util (X)0.174 0.2 0.088 Departure Headway (Hd)4.292 4.112 4.218 Convergence, Y/N Yes Yes Yes Cap 826 861 854 Service Time 2.374 2.194 2.218 HCM Lane V/C Ratio 0.177 0.203 0.088 HCM Control Delay 8.3 8.2 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 G-8 Queues 2047 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 239 195 348 291 292 v/c Ratio 0.01 0.59 0.22 0.69 0.58 0.29 Control Delay 0.0 33.3 2.9 27.5 14.7 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 33.3 2.9 27.5 14.7 10.0 Queue Length 50th (ft) 0 81 0 96 52 51 Queue Length 95th (ft) 0 232 38 274 161 159 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 474 716 1072 966 692 1586 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.33 0.18 0.36 0.42 0.18 Intersection Summary G-9 HCM 6th Signalized Intersection Capacity Analysis 2047 No Build PM 1: Reliance Rd & Main St 09/07/2023 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) 1 0 1 231 1 189 0 139 199 282 283 0 Future Volume (veh/h) 1 0 1 231 1 189 0 139 199 282 283 0 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q, 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 Lanes Open During Work Zone 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 1 238 1 195 0 143 205 291 292 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 Opposing Right Turn Influence Yes Yes Yes Yes Cap, veh/h 2 0 2 329 1 542 0 180 258 460 949 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 Prop Arrive On Green 0.00 0.00 0.00 0.19 0.19 0.19 0.00 0.26 0.26 0.16 0.52 0.00 Unsig. Movement Delay Ln Grp Delay, s/veh 86.0 0.0 0.0 26.7 0.0 15.6 0.0 0.0 24.5 15.5 8.7 0.0 Ln Grp LOS F A A C ABAACBAA Approach Vol, veh/h 2 434 348 583 Approach Delay, s/veh 86.0 21.7 24.5 12.1 Approach LOS F C C B Timer:12345678 Assigned Phs 1284 6 Case No 1.2 8.0 11.0 12.0 4.0 Phs Duration (G+Y+Rc), s 15.8 22.4 17.6 6.2 38.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 20.0 36.0 26.0 14.0 62.0 Max Allow Headway (MAH), s 3.8 5.5 4.5 5.5 5.3 Max Q Clear (g_c+l1), s 9.2 14.2 9.9 2.1 7.7 Green Ext Time (g_e), s 0.7 2.2 1.7 0.0 1.9 Prob of Phs Call (p_c)0.99 1.00 1.00 0.03 1.00 Prob of Max Out (p_x)0.01 0.01 0.01 0.00 0.00 Left-Turn Movement Data Assigned Mvmt 1537 Mvmt Sat Flow, veh/h 1739 0 1760 832 Through Movement Data Assigned Mvmt 2 8 4 6 Mvmt Sat Flow, veh/h 678 7 0 1826 Right-Turn Movement Data Assigned Mvmt 12 18 14 16 Mvmt Sat Flow, veh/h 972 1572 832 0 Left Lane Group Data Assigned Mvmt 15370000 Lane Assignment L (Pr/Pm)L+T L+T+R G-10 HCM 6th Signalized Intersection Capacity Analysis 2047 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Lanes in Grp 10110000 Grp Vol (v), veh/h 291 0 239 20000 Grp Sat Flow (s), veh/h/ln 1739 0 1768 1664 0000 Q Serve Time (g_s), s 7.2 0.0 7.9 0.1 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 7.2 0.0 7.9 0.1 0.0 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 1008 0000000 Shared LT Sat Flow (s_sh), veh/h/ln 00000000 Perm LT Eff Green (g_p), s 16.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 4.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 4.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 16.4 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L)1.00 0.00 1.00 0.50 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 460 0 330 50000 V/C Ratio (X)0.63 0.00 0.72 0.44 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 747 0 742 376 0000 Upstream Filter (I)1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 14.1 0.0 23.7 30.8 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 3.0 55.2 0.0 0.0 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 Control Delay (d), s/veh 15.5 0.0 26.7 86.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 2.4 0.0 2.9 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.2 0.0 0.3 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 %ile Back of Q (50%), veh/ln 2.6 0.0 3.2 0.1 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%)0.24 0.00 0.12 0.02 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data Assigned Mvmt 02840600 Lane Assignment T Lanes in Grp 00000100 Grp Vol (v), veh/h 0000029200 Grp Sat Flow (s), veh/h/ln 000001826 0 0 Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 5.7 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 5.7 0.0 0.0 Lane Grp Cap (c), veh/h 0000094900 V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.31 0.00 0.00 Avail Cap (c_a), veh/h 000001829 0 0 Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 8.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.2 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 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 8.7 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 G-11 HCM 6th Signalized Intersection Capacity Analysis 2047 No Build PM 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 1.9 0.0 0.0 %ile Storage Ratio (RQ%)0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data Assigned Mvmt 0 12 18 14 0 16 0 0 Lane Assignment T+R R Lanes in Grp 01100000 Grp Vol (v), veh/h 0 348 195 00000 Grp Sat Flow (s), veh/h/ln 0 1651 1572 00000 Q Serve Time (g_s), s 0.0 12.2 5.7 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear Time (g_c), s 0.0 12.2 5.7 0.0 0.0 0.0 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 1572.5 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 9.8 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.59 1.00 0.50 0.00 0.00 0.00 0.00 Lane Grp Cap (c), veh/h 0 437 542 00000 V/C Ratio (X)0.00 0.80 0.36 0.00 0.00 0.00 0.00 0.00 Avail Cap (c_a), veh/h 0 960 909 00000 Upstream Filter (I)0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 21.2 15.2 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.3 0.4 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 24.5 15.6 0.0 0.0 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 4.3 1.7 0.0 0.0 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.4 0.1 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 %ile Back of Q (50%), veh/ln 0.0 4.7 1.8 0.0 0.0 0.0 0.0 0.0 %ile Storage Ratio (RQ%)0.00 0.09 0.19 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Cap (cs), veh/h 00000000 Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary HCM 6th Ctrl Delay 18.4 HCM 6th LOS B G-12 HCM 6th TWSC 2047 No Build PM 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 6.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 474 375 169 153 22 Future Vol, veh/h 14 474 375 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 515 408 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 592 0 - 0 1045 500 Stage 1 - - - - 500 - Stage 2 - - - - 545 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 979 - - - 252 569 Stage 1 - - - - 607 - Stage 2 - - - - 579 - Platoon blocked, % - - - Mov Cap-1 Maneuver 979 - - - 247 569 Mov Cap-2 Maneuver - - - - 247 - Stage 1 - - - - 594 - Stage 2 - - - - 579 - Approach EB WB SB HCM Control Delay, s 0.3 0 41 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)979 - - - 247 569 HCM Lane V/C Ratio 0.016 - - - 0.673 0.042 HCM Control Delay (s) 8.7 0 - - 45.2 11.6 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 4.3 0.1 G-13 HCM 6th TWSC 2047 No Build PM 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 594 20 71 531 11 66 Future Vol, veh/h 594 20 71 531 11 66 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 646 22 77 577 12 72 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 668 0 1388 657 Stage 1 - - - - 657 - Stage 2 - - - - 731 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 917 - 157 463 Stage 1 - - - - 514 - Stage 2 - - - - 475 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 917 - 138 463 Mov Cap-2 Maneuver - - - - 138 - Stage 1 - - - - 514 - Stage 2 - - - - 416 - Approach EB WB NB HCM Control Delay, s 0 1.1 18.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)346 - - 917 - HCM Lane V/C Ratio 0.242 - - 0.084 - HCM Control Delay (s) 18.7 - - 9.3 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.9 - - 0.3 - G-14 HCM 6th TWSC 2047 No Build PM 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Intersection Int Delay, s/veh 11.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 446 265 32 365 0000680353 Future Vol, veh/h 0 446 265 32 365 0000680353 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 0 465 276 33 380 0000710368 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 741 0 0 1049 1187 380 Stage 1 ------ 446446- Stage 2 ------ 603741- 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 - - 861 - 0 251 188 665 Stage 1 0 ----0 643572- Stage 2 0 ----0 544421- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 861 - -239 0 665 Mov Cap-2 Maneuver ------2390- Stage 1 ------ 6430- Stage 2 ------ 5170- Approach EB WB SB HCM Control Delay, s 0 0.8 39.9 HCM LOS E Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1 Capacity (veh/h)- - 861 - 516 HCM Lane V/C Ratio - - 0.039 - 0.85 HCM Control Delay (s) - - 9.3 0 39.9 HCM Lane LOS - - A A E HCM 95th %tile Q(veh) - - 0.1 - 8.9 G-15 HCM 6th TWSC 2047 No Build PM 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Intersection Int Delay, s/veh 60.2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 295 220 0 0 181 90 216 6 47 0 0 0 Future Vol, veh/h 295 220 0 0 181 90 216 6 47 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 304 227 0 0 187 93 223 6 48 0 0 0 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 280 0 - - - 0 1069 1115 227 Stage 1 ------835835- Stage 2 ------234280- 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 1277 - 0 0 - - 244 207 810 Stage 1 - - 0 0 - - 424 381 - Stage 2 - - 0 0 - - 802 677 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1277 -----~ 1780810 Mov Cap-2 Maneuver ------~ 1780- Stage 1 ------3090- Stage 2 ------8020- Approach EB WB NB HCM Control Delay, s 5 0 226.6 HCM LOS F Minor Lane/Major Mvmt NBLn1 EBL EBT WBT WBR Capacity (veh/h)207 1277 - - - HCM Lane V/C Ratio 1.34 0.238 - - - HCM Control Delay (s) 226.6 8.7 0 - - HCM Lane LOS F A A - - HCM 95th %tile Q(veh) 15.5 0.9 - - - Notes ~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon G-16 HCM 6th TWSC 2047 No Build PM 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 196 27 8 172 3 23 061036 Future Vol, veh/h 39 196 27 8 172 3 23 061036 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, % 3 33333333333 Mvmt Flow 42 213 29 9 187 3 25 071039 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 190 0 0 242 0 0 538 520 228 522 533 189 Stage 1 ------312312-207207- Stage 2 ------226208-315326- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1378 - - 1319 - - 452 459 809 464 451 850 Stage 1 ------696656-793729- Stage 2 ------774728-694647- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1378 - - 1319 - - 417 439 809 445 432 850 Mov Cap-2 Maneuver ------417439-445432- Stage 1 ------672633-765723- Stage 2 ------732722-664624- Approach EB WB NB SB HCM Control Delay, s 1.1 0.3 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)463 1378 - - 1319 - - 830 HCM Lane V/C Ratio 0.068 0.031 - - 0.007 - - 0.048 HCM Control Delay (s) 13.3 7.7 0 - 7.7 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-17 HCM 6th AWSC 2047 No Build PM 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 162 138 20 19 42 Future Vol, veh/h 41 162 138 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 176 150 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.8 8.3 7.9 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %20% 0% 31% Vol Thru, %80% 87% 0% Vol Right, % 0% 13% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 203 158 61 LT Vol 41 0 19 Through Vol 162 138 0 RT Vol 0 20 42 Lane Flow Rate 221 172 66 Geometry Grp 1 1 1 Degree of Util (X)0.26 0.203 0.082 Departure Headway (Hd)4.239 4.262 4.457 Convergence, Y/N Yes Yes Yes Cap 834 847 807 Service Time 2.329 2.262 2.466 HCM Lane V/C Ratio 0.265 0.203 0.082 HCM Control Delay 8.8 8.3 7.9 HCM Lane LOS A A A HCM 95th-tile Q 1 0.8 0.3 G-18 Queues 2047 Build AM (Alternative A) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 150 640 457 200 109 v/c Ratio 0.46 0.63 0.69 0.39 0.09 Control Delay 31.0 5.8 22.6 8.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.0 5.8 22.6 8.1 5.3 Queue Length 50th (ft) 51 17 133 28 14 Queue Length 95th (ft) 128 108 273 62 36 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 749 1182 1041 761 1707 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.20 0.54 0.44 0.26 0.06 Intersection Summary G-19 HCM 6th Signalized Intersection Summary 2047 Build AM (Alternative A) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 0 Future Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 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 0 150 0 640 0 260 197 200 109 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 2 0 617 0 715 0 305 231 341 924 0 Arrive On Green 0.00 0.00 0.00 0.35 0.00 0.35 0.00 0.31 0.31 0.10 0.49 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 987 748 1781 1870 0 Grp Volume(v), veh/h 0 0 0 150 0 640 0 0 457 200 109 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 2 0 617 0 715 0 0 537 341 924 0 V/C Ratio(X) 0.00 0.00 0.00 0.24 0.00 0.90 0.00 0.00 0.85 0.59 0.12 0.00 Avail Cap(c_a), veh/h 0 349 0 617 0 715 0 0 832 629 1544 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 17.5 0.0 19.0 0.0 0.0 24.3 17.4 10.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 13.9 0.0 0.0 5.2 1.6 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 1.7 0.0 11.2 0.0 0.0 7.9 2.2 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 17.7 0.0 32.9 0.0 0.0 29.5 19.0 10.3 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 790 457 309 Approach Delay, s/veh 0.0 30.0 29.5 15.9 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.9 29.2 0.0 43.1 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 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.6 20.5 0.0 4.4 28.0 Green Ext Time (p_c), s 0.4 2.7 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C G-20 HCM 6th TWSC 2047 Build AM (Alternative A) 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 346 710 66 74 11 Future Vol, veh/h 5 346 710 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 376 772 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 844 0 - 0 1194 808 Stage 1 - - - - 808 - Stage 2 - - - - 386 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 788 - - - 205 379 Stage 1 - - - - 437 - Stage 2 - - - - 685 - Platoon blocked, % - - - Mov Cap-1 Maneuver 788 - - - 203 379 Mov Cap-2 Maneuver - - - - 203 - Stage 1 - - - - 434 - Stage 2 - - - - 685 - Approach EB WB SB HCM Control Delay, s 0.1 0 31.4 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)788 - - - 203 379 HCM Lane V/C Ratio 0.007 - - - 0.396 0.032 HCM Control Delay (s) 9.6 0 - - 33.9 14.8 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.8 0.1 G-21 HCM 6th TWSC 2047 Build AM (Alternative A) 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 411 9 25 768 8 73 Future Vol, veh/h 411 9 25 768 8 73 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 447 10 27 835 9 79 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 457 0 1341 452 Stage 1 - - - - 452 - Stage 2 - - - - 889 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1099 - 167 605 Stage 1 - - - - 639 - Stage 2 - - - - 400 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1099 - 159 605 Mov Cap-2 Maneuver - - - - 159 - Stage 1 - - - - 639 - Stage 2 - - - - 382 - Approach EB WB NB HCM Control Delay, s 0 0.3 14.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)474 - - 1099 - HCM Lane V/C Ratio 0.186 - - 0.025 - HCM Control Delay (s) 14.3 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.7 - - 0.1 - G-22 Queues 2047 Build AM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Lane Group EBT WBT SBT Lane Group Flow (vph) 654 592 447 v/c Ratio 0.49 0.45 0.85 Control Delay 7.3 9.9 24.4 Queue Delay 0.0 0.5 0.0 Total Delay 7.3 10.5 24.4 Queue Length 50th (ft) 121 285 52 Queue Length 95th (ft) 287 445 154 Internal Link Dist (ft) 495 514 640 Turn Bay Length (ft) Base Capacity (vph) 1333 1311 651 Starvation Cap Reductn 0 346 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.49 0.61 0.69 Intersection Summary G-23 HCM Signalized Intersection Capacity Analysis 2047 Build AM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 381 221 32 512 0000382372 Future Volume (vph)0 381 221 32 512 0000382372 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 0.95 1.00 0.88 Flt Protected 1.00 1.00 1.00 Satd. Flow (prot)1770 1857 1628 Flt Permitted 1.00 0.94 1.00 Satd. Flow (perm)1770 1754 1628 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 414 240 35 557 0000412404 RTOR Reduction (vph) 0 10 000000003120 Lane Group Flow (vph) 0 644 0 0 592 000001350 Turn Type NA pm+pt NA Split NA Protected Phases 2 1 6 4 4 Permitted Phases 6 Actuated Green, G (s)74.8 74.8 13.2 Effective Green, g (s)74.8 74.8 13.2 Actuated g/C Ratio 0.75 0.75 0.13 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1323 1311 214 v/s Ratio Prot c0.36 c0.08 v/s Ratio Perm 0.34 v/c Ratio 0.49 0.45 0.63 Uniform Delay, d1 5.0 4.8 41.1 Progression Factor 1.00 1.47 1.00 Incremental Delay, d2 1.3 0.2 5.7 Delay (s)6.3 7.2 46.8 Level of Service A A D Approach Delay (s)6.3 7.2 0.0 46.8 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 88.4% ICU Level of Service E Analysis Period (min)15 c Critical Lane Group G-24 Queues 2047 Build AM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Lane Group EBT WBT NBT Lane Group Flow (vph) 454 313 459 v/c Ratio 0.71 0.30 0.87 Control Delay 18.6 11.1 50.2 Queue Delay 0.0 0.0 0.0 Total Delay 18.6 11.1 50.2 Queue Length 50th (ft) 204 86 267 Queue Length 95th (ft) #384 148 #380 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 636 1038 601 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.71 0.30 0.76 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-25 HCM Signalized Intersection Capacity Analysis 2047 Build AM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 286 132 0 0 170 118 377 1 44 0 0 0 Future Volume (vph) 286 132 0 0 170 118 377 1 44 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.94 0.99 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1801 1760 1758 Flt Permitted 0.59 1.00 0.96 Satd. Flow (perm)1094 1760 1758 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 311 143 0 0 185 128 410 1 48 0 0 0 RTOR Reduction (vph)0000150040000 Lane Group Flow (vph) 0 454 0 0 298 0 0 455 0000 Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)58.2 58.2 29.8 Effective Green, g (s)58.2 58.2 29.8 Actuated g/C Ratio 0.58 0.58 0.30 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)636 1024 523 v/s Ratio Prot 0.17 c0.26 v/s Ratio Perm c0.42 v/c Ratio 0.71 0.29 0.87 Uniform Delay, d1 14.9 10.5 33.3 Progression Factor 0.71 1.00 1.00 Incremental Delay, d2 3.3 0.7 14.3 Delay (s)13.9 11.2 47.6 Level of Service B B D Approach Delay (s)13.9 11.2 47.6 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 25.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min)15 c Critical Lane Group G-26 HCM 6th TWSC 2047 Build AM (Alternative A) 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 12 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 130 8 3 190 0 26 000046 Future Vol, veh/h 39 130 8 3 190 0 26 000046 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, % 3 33333333333 Mvmt Flow 42 141 9 3 207 0 28 000050 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 207 0 0 150 0 0 468 443 146 443 447 207 Stage 1 ------230230-213213- Stage 2 ------238213-230234- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1358 - - 1425 - - 504 508 898 523 505 831 Stage 1 ------771712-787724- Stage 2 ------763724-771709- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1358 - - 1425 - - 461 490 898 509 487 831 Mov Cap-2 Maneuver ------461490-509487- Stage 1 ------745688-760723- Stage 2 ------716723-745685- Approach EB WB NB SB HCM Control Delay, s 1.7 0.1 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)461 1358 - - 1425 - - 831 HCM Lane V/C Ratio 0.061 0.031 - - 0.002 - - 0.06 HCM Control Delay (s) 13.3 7.7 0 - 7.5 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-27 HCM 6th AWSC 2047 Build AM (Alternative A) 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 13 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 84 139 22 14 55 Future Vol, veh/h 50 84 139 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 91 151 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.3 8.2 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %37% 0% 20% Vol Thru, %63% 86% 0% Vol Right, % 0% 14% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 134 161 69 LT Vol 50 0 14 Through Vol 84 139 0 RT Vol 0 22 55 Lane Flow Rate 146 175 75 Geometry Grp 1 1 1 Degree of Util (X)0.174 0.2 0.088 Departure Headway (Hd)4.292 4.112 4.218 Convergence, Y/N Yes Yes Yes Cap 826 861 854 Service Time 2.374 2.194 2.218 HCM Lane V/C Ratio 0.177 0.203 0.088 HCM Control Delay 8.3 8.2 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 G-28 Queues 2047 Build PM (Alternative A) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 239 195 348 291 292 v/c Ratio 0.01 0.59 0.22 0.69 0.58 0.29 Control Delay 0.0 33.8 3.0 27.6 14.9 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 33.8 3.0 27.6 14.9 10.1 Queue Length 50th (ft) 0 81 0 96 52 51 Queue Length 95th (ft) 0 238 39 278 166 164 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 473 714 1069 964 690 1583 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.33 0.18 0.36 0.42 0.18 Intersection Summary G-29 HCM 6th Signalized Intersection Summary 2047 Build PM (Alternative A) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 1 0 1 231 1 189 0 139 199 282 283 0 Future Volume (veh/h) 1 0 1 231 1 189 0 139 199 282 283 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 1 238 1 195 0 143 205 291 292 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 3 0 3 329 1 542 0 180 258 459 948 0 Arrive On Green 0.00 0.00 0.00 0.19 0.19 0.19 0.00 0.26 0.26 0.16 0.52 0.00 Sat Flow, veh/h 832 0 832 1760 7 1572 0 678 972 1739 1826 0 Grp Volume(v), veh/h 2 0 0 239 0 195 0 0 348 291 292 0 Grp Sat Flow(s),veh/h/ln 1664 0 0 1768 0 1572 0 0 1651 1739 1826 0 Q Serve(g_s), s 0.1 0.0 0.0 7.9 0.0 5.8 0.0 0.0 12.2 7.2 5.7 0.0 Cycle Q Clear(g_c), s 0.1 0.0 0.0 7.9 0.0 5.8 0.0 0.0 12.2 7.2 5.7 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 6 0 0 330 0 542 0 0 437 459 948 0 V/C Ratio(X) 0.31 0.00 0.00 0.72 0.00 0.36 0.00 0.00 0.80 0.63 0.31 0.00 Avail Cap(c_a), veh/h 376 0 0 741 0 907 0 0 958 746 1825 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 30.8 0.0 0.0 23.7 0.0 15.2 0.0 0.0 21.2 14.1 8.5 0.0 Incr Delay (d2), s/veh 25.9 0.0 0.0 3.0 0.0 0.4 0.0 0.0 3.4 1.5 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 0.1 0.0 0.0 3.2 0.0 1.8 0.0 0.0 4.7 2.6 1.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 56.7 0.0 0.0 26.7 0.0 15.6 0.0 0.0 24.6 15.5 8.7 0.0 LnGrp LOS E A A C ABAACBAA Approach Vol, veh/h 2 434 348 583 Approach Delay, s/veh 56.7 21.7 24.6 12.1 Approach LOS E C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 15.8 22.4 6.2 38.2 17.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 Max Green Setting (Gmax), s 20.0 36.0 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 9.2 14.2 2.1 7.7 9.9 Green Ext Time (p_c), s 0.7 2.2 0.0 1.9 1.7 Intersection Summary HCM 6th Ctrl Delay 18.4 HCM 6th LOS B G-30 HCM 6th TWSC 2047 Build PM (Alternative A) 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 6.1 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 14 474 375 169 153 22 Future Vol, veh/h 14 474 375 169 153 22 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 15 515 408 184 166 24 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 592 0 - 0 1045 500 Stage 1 - - - - 500 - Stage 2 - - - - 545 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 979 - - - 252 569 Stage 1 - - - - 607 - Stage 2 - - - - 579 - Platoon blocked, % - - - Mov Cap-1 Maneuver 979 - - - 247 569 Mov Cap-2 Maneuver - - - - 247 - Stage 1 - - - - 594 - Stage 2 - - - - 579 - Approach EB WB SB HCM Control Delay, s 0.3 0 41 HCM LOS E Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)979 - - - 247 569 HCM Lane V/C Ratio 0.016 - - - 0.673 0.042 HCM Control Delay (s) 8.7 0 - - 45.2 11.6 HCM Lane LOS A A - - E B HCM 95th %tile Q(veh) 0 - - - 4.3 0.1 G-31 HCM 6th TWSC 2047 Build PM (Alternative A) 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 594 20 71 531 11 66 Future Vol, veh/h 594 20 71 531 11 66 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 646 22 77 577 12 72 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 668 0 1388 657 Stage 1 - - - - 657 - Stage 2 - - - - 731 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 917 - 157 463 Stage 1 - - - - 514 - Stage 2 - - - - 475 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 917 - 138 463 Mov Cap-2 Maneuver - - - - 138 - Stage 1 - - - - 514 - Stage 2 - - - - 416 - Approach EB WB NB HCM Control Delay, s 0 1.1 18.7 HCM LOS C Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)346 - - 917 - HCM Lane V/C Ratio 0.242 - - 0.084 - HCM Control Delay (s) 18.7 - - 9.3 0 HCM Lane LOS C - - A A HCM 95th %tile Q(veh) 0.9 - - 0.3 - G-32 Queues 2047 Build PM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Lane Group EBT WBT SBT Lane Group Flow (vph) 741 413 439 v/c Ratio 0.60 0.35 0.87 Control Delay 11.6 12.0 32.7 Queue Delay 0.0 0.0 0.0 Total Delay 11.6 12.0 32.7 Queue Length 50th (ft) 206 167 115 Queue Length 95th (ft) 426 313 213 Internal Link Dist (ft) 495 514 640 Turn Bay Length (ft) Base Capacity (vph) 1233 1178 640 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.60 0.35 0.69 Intersection Summary G-33 HCM Signalized Intersection Capacity Analysis 2047 Build PM (Alternative A) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph)0 446 265 32 365 0000680353 Future Volume (vph)0 446 265 32 365 0000680353 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 0.95 1.00 0.89 Flt Protected 1.00 1.00 0.99 Satd. Flow (prot)1752 1837 1623 Flt Permitted 1.00 0.91 0.99 Satd. Flow (perm)1752 1688 1623 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 0 465 276 33 380 0000710368 RTOR Reduction (vph) 0 11 000000002120 Lane Group Flow (vph) 0 730 0 0 413 000002270 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type NA pm+pt NA Split NA Protected Phases 2 1 6 4 4 Permitted Phases 6 Actuated Green, G (s)69.8 69.8 18.2 Effective Green, g (s)69.8 69.8 18.2 Actuated g/C Ratio 0.70 0.70 0.18 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)1222 1178 295 v/s Ratio Prot c0.42 c0.14 v/s Ratio Perm 0.24 v/c Ratio 0.60 0.35 0.77 Uniform Delay, d1 7.8 6.0 38.9 Progression Factor 1.00 1.48 1.00 Incremental Delay, d2 2.2 0.2 11.5 Delay (s)10.0 9.1 50.4 Level of Service A A D Approach Delay (s)10.0 9.1 0.0 50.4 Approach LOS A A A D Intersection Summary HCM 2000 Control Delay 20.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 81.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group G-34 Queues 2047 Build PM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 9 Lane Group EBT WBT NBT Lane Group Flow (vph) 531 280 277 v/c Ratio 0.64 0.24 0.75 Control Delay 7.4 7.2 47.9 Queue Delay 0.0 0.0 0.0 Total Delay 7.4 7.2 47.9 Queue Length 50th (ft) 63 56 160 Queue Length 95th (ft) 90 114 228 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 834 1191 596 Starvation Cap Reductn 7 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.64 0.24 0.46 Intersection Summary G-35 HCM Signalized Intersection Capacity Analysis 2047 Build PM (Alternative A) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 295 220 0 0 181 90 216 6 47 0 0 0 Future Volume (vph) 295 220 0 0 181 90 216 6 47 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.96 0.98 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1793 1762 1732 Flt Permitted 0.67 1.00 0.96 Satd. Flow (perm)1243 1762 1732 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 304 227 0 0 187 93 223 6 48 0 0 0 RTOR Reduction (vph)000080090000 Lane Group Flow (vph) 0 531 0 0 272 0 0 268 0000 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% 3% Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)67.2 67.2 20.8 Effective Green, g (s)67.2 67.2 20.8 Actuated g/C Ratio 0.67 0.67 0.21 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)835 1184 360 v/s Ratio Prot 0.15 c0.15 v/s Ratio Perm c0.43 v/c Ratio 0.64 0.23 0.75 Uniform Delay, d1 9.4 6.4 37.1 Progression Factor 0.39 1.00 1.00 Incremental Delay, d2 1.3 0.5 8.1 Delay (s)4.9 6.8 45.3 Level of Service A A D Approach Delay (s)4.9 6.8 45.3 0.0 Approach LOS A A D A Intersection Summary HCM 2000 Control Delay 15.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 73.1% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group G-36 HCM 6th TWSC 2047 Build PM (Alternative A) 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 12 Intersection Int Delay, s/veh 2.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 196 27 8 172 3 23 061036 Future Vol, veh/h 39 196 27 8 172 3 23 061036 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, % 3 33333333333 Mvmt Flow 42 213 29 9 187 3 25 071039 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 190 0 0 242 0 0 538 520 228 522 533 189 Stage 1 ------312312-207207- Stage 2 ------226208-315326- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1378 - - 1319 - - 452 459 809 464 451 850 Stage 1 ------696656-793729- Stage 2 ------774728-694647- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1378 - - 1319 - - 417 439 809 445 432 850 Mov Cap-2 Maneuver ------417439-445432- Stage 1 ------672633-765723- Stage 2 ------732722-664624- Approach EB WB NB SB HCM Control Delay, s 1.1 0.3 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)463 1378 - - 1319 - - 830 HCM Lane V/C Ratio 0.068 0.031 - - 0.007 - - 0.048 HCM Control Delay (s) 13.3 7.7 0 - 7.7 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-37 HCM 6th AWSC 2047 Build PM (Alternative A) 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 13 Intersection Intersection Delay, s/veh 8.5 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 41 162 138 20 19 42 Future Vol, veh/h 41 162 138 20 19 42 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 45 176 150 22 21 46 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.8 8.3 7.9 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %20% 0% 31% Vol Thru, %80% 87% 0% Vol Right, % 0% 13% 69% Sign Control Stop Stop Stop Traffic Vol by Lane 203 158 61 LT Vol 41 0 19 Through Vol 162 138 0 RT Vol 0 20 42 Lane Flow Rate 221 172 66 Geometry Grp 1 1 1 Degree of Util (X)0.26 0.203 0.082 Departure Headway (Hd)4.239 4.262 4.457 Convergence, Y/N Yes Yes Yes Cap 834 847 807 Service Time 2.329 2.262 2.466 HCM Lane V/C Ratio 0.265 0.203 0.082 HCM Control Delay 8.8 8.3 7.9 HCM Lane LOS A A A HCM 95th-tile Q 1 0.8 0.3 G-38 Queues 2047 Build AM (Alternative B) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group WBT WBR NBT SBL SBT Lane Group Flow (vph) 150 640 457 200 109 v/c Ratio 0.46 0.63 0.69 0.39 0.09 Control Delay 31.0 5.8 22.6 8.1 5.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 Total Delay 31.0 5.8 22.6 8.1 5.3 Queue Length 50th (ft) 51 17 133 28 14 Queue Length 95th (ft) 128 108 273 62 36 Internal Link Dist (ft) 663 1328 5276 Turn Bay Length (ft) 242 285 Base Capacity (vph) 749 1182 1041 761 1707 Starvation Cap Reductn 00000 Spillback Cap Reductn 00000 Storage Cap Reductn 00000 Reduced v/c Ratio 0.20 0.54 0.44 0.26 0.06 Intersection Summary G-39 HCM 6th Signalized Intersection Summary 2047 Build AM (Alternative B) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 0 Future Volume (veh/h) 0 0 0 138 0 589 0 239 181 184 100 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 0 150 0 640 0 260 197 200 109 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 2 0 617 0 715 0 305 231 341 924 0 Arrive On Green 0.00 0.00 0.00 0.35 0.00 0.35 0.00 0.31 0.31 0.10 0.49 0.00 Sat Flow, veh/h 0 1870 0 1781 0 1585 0 987 748 1781 1870 0 Grp Volume(v), veh/h 0 0 0 150 0 640 0 0 457 200 109 0 Grp Sat Flow(s),veh/h/ln 0 1870 0 1781 0 1585 0 0 1736 1781 1870 0 Q Serve(g_s), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 4.5 0.0 26.0 0.0 0.0 18.5 5.6 2.4 0.0 Prop In Lane 0.00 0.00 1.00 1.00 0.00 0.43 1.00 0.00 Lane Grp Cap(c), veh/h 0 2 0 617 0 715 0 0 537 341 924 0 V/C Ratio(X) 0.00 0.00 0.00 0.24 0.00 0.90 0.00 0.00 0.85 0.59 0.12 0.00 Avail Cap(c_a), veh/h 0 349 0 617 0 715 0 0 832 629 1544 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 17.5 0.0 19.0 0.0 0.0 24.3 17.4 10.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 13.9 0.0 0.0 5.2 1.6 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 1.7 0.0 11.2 0.0 0.0 7.9 2.2 0.9 0.0 Unsig. Movement Delay, s/veh LnGrp Delay(d),s/veh 0.0 0.0 0.0 17.7 0.0 32.9 0.0 0.0 29.5 19.0 10.3 0.0 LnGrp LOS AAABACAACBBA Approach Vol, veh/h 0 790 457 309 Approach Delay, s/veh 0.0 30.0 29.5 15.9 Approach LOS C C B Timer - Assigned Phs 1 2468 Phs Duration (G+Y+Rc), s 13.9 29.2 0.0 43.1 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 14.0 62.0 26.0 Max Q Clear Time (g_c+I1), s 7.6 20.5 0.0 4.4 28.0 Green Ext Time (p_c), s 0.4 2.7 0.0 0.7 0.0 Intersection Summary HCM 6th Ctrl Delay 27.1 HCM 6th LOS C G-40 HCM 6th TWSC 2047 Build AM (Alternative B) 2: Reliance Rd & Birmingham Drive 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 4 Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 346 710 66 74 11 Future Vol, veh/h 5 346 710 66 74 11 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 100 Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 5 376 772 72 80 12 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 844 0 - 0 1194 808 Stage 1 - - - - 808 - Stage 2 - - - - 386 - Critical Hdwy 4.13 - - - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy 2.227 - - - 3.527 3.327 Pot Cap-1 Maneuver 788 - - - 205 379 Stage 1 - - - - 437 - Stage 2 - - - - 685 - Platoon blocked, % - - - Mov Cap-1 Maneuver 788 - - - 203 379 Mov Cap-2 Maneuver - - - - 203 - Stage 1 - - - - 434 - Stage 2 - - - - 685 - Approach EB WB SB HCM Control Delay, s 0.1 0 31.4 HCM LOS D Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1SBLn2 Capacity (veh/h)788 - - - 203 379 HCM Lane V/C Ratio 0.007 - - - 0.396 0.032 HCM Control Delay (s) 9.6 0 - - 33.9 14.8 HCM Lane LOS A A - - D B HCM 95th %tile Q(veh) 0 - - - 1.8 0.1 G-41 HCM 6th TWSC 2047 Build AM (Alternative B) 3: Carolyn Ave & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 5 Intersection Int Delay, s/veh 1.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h 411 9 25 768 8 73 Future Vol, veh/h 411 9 25 768 8 73 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 3 33333 Mvmt Flow 447 10 27 835 9 79 Major/Minor Major1 Major2 Minor1 Conflicting Flow All 0 0 457 0 1341 452 Stage 1 - - - - 452 - Stage 2 - - - - 889 - Critical Hdwy - - 4.13 - 6.43 6.23 Critical Hdwy Stg 1 - - - - 5.43 - Critical Hdwy Stg 2 - - - - 5.43 - Follow-up Hdwy - - 2.227 - 3.527 3.327 Pot Cap-1 Maneuver - - 1099 - 167 605 Stage 1 - - - - 639 - Stage 2 - - - - 400 - Platoon blocked, % - - - Mov Cap-1 Maneuver - - 1099 - 159 605 Mov Cap-2 Maneuver - - - - 159 - Stage 1 - - - - 639 - Stage 2 - - - - 382 - Approach EB WB NB HCM Control Delay, s 0 0.3 14.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h)474 - - 1099 - HCM Lane V/C Ratio 0.186 - - 0.025 - HCM Control Delay (s) 14.3 - - 8.4 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.7 - - 0.1 - G-42 HCM 6th TWSC 2047 Build AM (Alternative B) 4: I-81 SB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 6 Intersection Int Delay, s/veh 8.1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 0 381 221 32 512 0000382372 Future Vol, veh/h 0 381 221 32 512 0000382372 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 -----------200 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 0 414 240 35 557 0000412404 Major/Minor Major1 Major2 Minor2 Conflicting Flow All - 0 0 654 0 0 1161 1281 557 Stage 1 ------ 627627- Stage 2 ------ 534654- 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 - - 933 - 0 216 166 530 Stage 1 0 ----0 532476- Stage 2 0 ----0 588463- Platoon blocked, %- -- Mov Cap-1 Maneuver - - - 933 - -204 0 530 Mov Cap-2 Maneuver ------2040- Stage 1 ------ 5320- Stage 2 ------ 5560- Approach EB WB SB HCM Control Delay, s 0 0.5 30.1 HCM LOS D Minor Lane/Major Mvmt EBT EBR WBL WBTSBLn1SBLn2 Capacity (veh/h)- - 933 - 204 530 HCM Lane V/C Ratio - - 0.037 - 0.213 0.763 HCM Control Delay (s) - - 9 0 27.4 30.4 HCM Lane LOS - - A A D D HCM 95th %tile Q(veh) - - 0.1 - 0.8 6.8 G-43 Queues 2047 Build AM (Alternative B) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 7 Lane Group EBT WBT NBT Lane Group Flow (vph) 454 313 459 v/c Ratio 0.71 0.30 0.87 Control Delay 24.4 11.1 50.2 Queue Delay 0.0 0.0 0.0 Total Delay 24.4 11.1 50.2 Queue Length 50th (ft) 201 86 267 Queue Length 95th (ft) #378 148 #380 Internal Link Dist (ft) 514 56 446 Turn Bay Length (ft) Base Capacity (vph) 636 1038 601 Starvation Cap Reductn 0 0 0 Spillback Cap Reductn 0 0 0 Storage Cap Reductn 0 0 0 Reduced v/c Ratio 0.71 0.30 0.76 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. G-44 HCM Signalized Intersection Capacity Analysis 2047 Build AM (Alternative B) 5: I-81 NB Ramp & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Volume (vph) 286 132 0 0 170 118 377 1 44 0 0 0 Future Volume (vph) 286 132 0 0 170 118 377 1 44 0 0 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 Frt 1.00 0.94 0.99 Flt Protected 0.97 1.00 0.96 Satd. Flow (prot)1801 1760 1758 Flt Permitted 0.59 1.00 0.96 Satd. Flow (perm)1094 1760 1758 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 311 143 0 0 185 128 410 1 48 0 0 0 RTOR Reduction (vph)0000150040000 Lane Group Flow (vph) 0 454 0 0 298 0 0 455 0000 Turn Type pm+pt NA NA Split NA Protected Phases 5 2 6 8 8 Permitted Phases 2 Actuated Green, G (s)58.2 58.2 29.8 Effective Green, g (s)58.2 58.2 29.8 Actuated g/C Ratio 0.58 0.58 0.30 Clearance Time (s)6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 Lane Grp Cap (vph)636 1024 523 v/s Ratio Prot 0.17 c0.26 v/s Ratio Perm c0.42 v/c Ratio 0.71 0.29 0.87 Uniform Delay, d1 14.9 10.5 33.3 Progression Factor 1.00 1.00 1.00 Incremental Delay, d2 3.8 0.7 14.3 Delay (s)18.7 11.2 47.6 Level of Service B B D Approach Delay (s)18.7 11.2 47.6 0.0 Approach LOS B B D A Intersection Summary HCM 2000 Control Delay 27.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length (s) 100.0 Sum of lost time (s)18.0 Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min)15 c Critical Lane Group G-45 HCM 6th TWSC 2047 Build AM (Alternative B) 6: Buckton Road & Reliance Rd 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 10 Intersection Int Delay, s/veh 2.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 39 130 8 3 190 0 26 000046 Future Vol, veh/h 39 130 8 3 190 0 26 000046 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, % 3 33333333333 Mvmt Flow 42 141 9 3 207 0 28 000050 Major/Minor Major1 Major2 Minor1 Minor2 Conflicting Flow All 207 0 0 150 0 0 468 443 146 443 447 207 Stage 1 ------230230-213213- Stage 2 ------238213-230234- Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1358 - - 1425 - - 504 508 898 523 505 831 Stage 1 ------771712-787724- Stage 2 ------763724-771709- Platoon blocked, % - - - - Mov Cap-1 Maneuver 1358 - - 1425 - - 461 490 898 509 487 831 Mov Cap-2 Maneuver ------461490-509487- Stage 1 ------745688-760723- Stage 2 ------716723-745685- Approach EB WB NB SB HCM Control Delay, s 1.7 0.1 13.3 9.6 HCM LOS B A Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h)461 1358 - - 1425 - - 831 HCM Lane V/C Ratio 0.061 0.031 - - 0.002 - - 0.06 HCM Control Delay (s) 13.3 7.7 0 - 7.5 0 - 9.6 HCM Lane LOS B A A - A A - A HCM 95th %tile Q(veh) 0.2 0.1 - - 0 - - 0.2 G-46 HCM 6th AWSC 2047 Build AM (Alternative B) 7: Reliance Rd & Gas Station Driveway 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 11 Intersection Intersection Delay, s/veh 8.1 Intersection LOS A Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 50 84 139 22 14 55 Future Vol, veh/h 50 84 139 22 14 55 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, %333333 Mvmt Flow 54 91 151 24 15 60 Number of Lanes 011010 Approach EB WB SB Opposing Approach WB EB Opposing Lanes 1 1 0 Conflicting Approach Left SB WB Conflicting Lanes Left 1 0 1 Conflicting Approach Right SB EB Conflicting Lanes Right 0 1 1 HCM Control Delay 8.3 8.2 7.6 HCM LOS A A A Lane EBLn1 WBLn1 SBLn1 Vol Left, %37% 0% 20% Vol Thru, %63% 86% 0% Vol Right, % 0% 14% 80% Sign Control Stop Stop Stop Traffic Vol by Lane 134 161 69 LT Vol 50 0 14 Through Vol 84 139 0 RT Vol 0 22 55 Lane Flow Rate 146 175 75 Geometry Grp 1 1 1 Degree of Util (X)0.174 0.2 0.088 Departure Headway (Hd)4.292 4.112 4.218 Convergence, Y/N Yes Yes Yes Cap 826 861 854 Service Time 2.374 2.194 2.218 HCM Lane V/C Ratio 0.177 0.203 0.088 HCM Control Delay 8.3 8.2 7.6 HCM Lane LOS A A A HCM 95th-tile Q 0.6 0.7 0.3 G-47 Queues 2047 Build PM (Alternative B) 1: Reliance Rd & Main St 09/07/2023 Hester Property Synchro 11 Report Wells + Associates Page 1 Lane Group EBT WBT WBR NBT SBL SBT Lane Group Flow (vph) 2 239 195 348 291 292 v/c Ratio 0.01 0.59 0.22 0.69 0.58 0.29 Control Delay 0.0 33.8 3.0 27.6 14.9 10.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 0.0 33.8 3.0 27.6 14.9 10.1 Queue Length 50th (ft) 0 81 0 96 52 51 Queue Length 95th (ft) 0 238 39 278 166 164 Internal Link Dist (ft)67 663 1328 5276 Turn Bay Length (ft)242 285 Base Capacity (vph) 473 714 1069 964 690 1583 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.00 0.33 0.18 0.36 0.42 0.18 Intersection Summary G-48 HCM Signalized Intersection Capacity Analysis 2047 Build PM (Alternative B) 1: Reliance Rd & Main St 09/07/2023 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 (vph)1 0 1 231 1 189 0 139 199 282 283 0 Future Volume (vph)1 0 1 231 1 189 0 139 199 282 283 0 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s)6.0 6.0 6.0 6.0 6.0 6.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.93 1.00 0.85 0.92 1.00 1.00 Flt Protected 0.98 0.95 1.00 1.00 0.95 1.00 Satd. Flow (prot)1678 1757 1568 1666 1719 1810 Flt Permitted 0.98 0.95 1.00 1.00 0.36 1.00 Satd. Flow (perm)1678 1757 1568 1666 654 1810 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 1 0 1 238 1 195 0 143 205 291 292 0 RTOR Reduction (vph)020001180440000 Lane Group Flow (vph)000023977030402912920 Heavy Vehicles (%)3% 3% 3% 3% 3% 3% 5% 5% 5% 5% 5% 5% Turn Type Split NA Split NA pm+ov NA D.P+P NA Protected Phases 4 4 8 8 1 2 1 6 Permitted Phases 8 2 2 Actuated Green, G (s)0.9 16.1 29.1 20.1 33.1 39.1 Effective Green, g (s)0.9 16.1 29.1 20.1 33.1 39.1 Actuated g/C Ratio 0.01 0.22 0.39 0.27 0.45 0.53 Clearance Time (s)6.0 6.0 6.0 6.0 6.0 6.0 Vehicle Extension (s)3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph)20 381 742 451 478 955 v/s Ratio Prot c0.00 c0.14 0.02 c0.18 c0.11 0.16 v/s Ratio Perm 0.03 0.16 v/c Ratio 0.00 0.63 0.10 0.67 0.61 0.31 Uniform Delay, d1 36.2 26.3 14.2 24.1 14.1 9.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 3.2 0.1 3.9 2.2 0.2 Delay (s)36.2 29.5 14.3 28.0 16.3 10.0 Level of Service D C B C B B Approach Delay (s)36.2 22.7 28.0 13.2 Approach LOS D C C B Intersection Summary HCM 2000 Control Delay 20.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 74.1 Sum of lost time (s)24.0 G-49 I-81 at Reliance Road Operational and Safety Analysis Report November 14, 2023 APPENDIX H HSM Safety Analysis Worksheets AADTMAX =14,700 (veh/day)AADTMAX =3,500 (veh/day)Intersection skew angle (degrees) [If 4ST, does skew differ for minor legs? Else, No.]NoSkew for Leg 1 (All):0Skew for Leg 2 (4ST only):0KABC Fatal and Injury OnlyPDO Property Damage OnlyNOTES: * AADT: It is important to remember that the AADT(major) = AADT(major approach1) + AADT(minor approach2) (refer to p.10‐6 in Part C of the HSM)(3)(4)(6)0.241.0001.00‐‐0.4311.00‐‐0.5691.00General InformationLocation InformationAnalystJohn CavanRoadwayI‐81 SB Ramp (No Build)Agency or CompanyWells + Associates, IncIntersectionat Reliance Road (Route 627)Date Performed02/04/23JurisdictionFrederick County, VAWorksheet 2A -- General Information and Input Data for Rural Two-Lane Two-Way Roadway IntersectionsInput DataSite ConditionsBase ConditionsIntersection type (3ST, 4ST, 4SG)4ST‐‐IntersectionIntersection 1Analysis Year2025Signalized/UnsignalizedUnsignalized0Number of signalized or uncontrolled approaches with a left‐turn lane (0, 1, 2, 3, 4)00Number of signalized or uncontrolled approaches with a right‐turn lane (0, 1, 2, 3, 4)00AADTmajor (veh/day)10,575‐‐AADTminor (veh/day)3,900‐‐Average Annual Crash History (3 or 5‐yr average) Intersection crashesWorksheet 2B ‐‐ Crash Modification Factors for Rural Two‐Lane Two‐Way Roadway IntersectionsIntersection lighting (present/not present)Not PresentNot PresentCalibration Factor, Ci1.001.00(1)(2)(3)(4)(5)CMF for Intersection Skew AngleCMF for Left‐Turn LanesCMF for Right‐Turn LanesCMF for LightingCombined CMFCMF 1iCMF 2iCMF 3iCMF 4iCMF COMBfrom Equations 10‐22 or 10‐23from Table 10‐13from Table 10‐14from Equation 10‐24(1)*(2)*(3)*(4)Worksheet 2C ‐‐ Intersection Crashes for Rural Two‐Lane Two‐Way Roadway Intersections(1)(2)(5)(7)(8)1.001.001.001.001.00Calibration Factor, CiPredicted average crash frequency, N predicted intfrom Equations 10‐8, 10‐9, or 10‐10from Section 10.6.2 from Table 10‐5(2)TOTAL * (4)from (5) of Worksheet 2B(5)*(6)*(7)Crash Severity LevelN spf 3ST, 4ST or 4SGOverdispersion Parameter, kCrash Severity DistributionN spf 3ST, 4ST or 4SG by Severity DistributionCombined CMFsTotal 7.719 7.719 1.00 7.719Fatal and Injury (FI)‐‐3.3271.003.327Property Damage Only (PDO)‐‐4.3921.004.392H-1 (2)1.0000.0100.0010.0010.0050.1220.0080.1470.4310.0400.2420.1010.0390.853Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequencyNpredicted (KABCO)Nexpected (KABCO)Npredicted (KABC)Nexpected (KABC)Npredicted (O)Nexpected (O)7.7Not applicable Not applicable 3.3 Not applicable Not applicable4.4Not applicable Not applicable(1)(3)(4)(5)(6)(7)Worksheet 2D ‐‐ Crashes by Severity Level and Collision Type for Rural Two‐Lane Two‐Way Road IntersectionsTotal7.7191.0003.3271.0004.392N predicted int (PDO) (crashes/year) from Table 10‐6 (8)TOTAL from Worksheet 2Cfrom Table 10‐6(8)FI from Worksheet 2Cfrom Table 10‐6(8)PDO from Worksheet 2CCollision TypeProportion of Collision Type(TOTAL)N predicted int (TOTAL) (crashes/year) Proportion of Collision Type(FI)N predicted int (FI) (crashes/year) Proportion of Collision Type(PDO)SINGLE‐VEHICLECollision with animal0.0770.0060.0200.0140.061(2)x(3)TOTAL(4)x(5)FI(6)x(7)PDOCollision with pedestrian0.0080.0010.0030.0010.004Collision with bicycle0.0080.0010.0030.0010.004Ran off road0.9420.0940.3130.1440.632Overturned0.0390.0060.0200.0040.018Total single‐vehicle crashes1.1350.1120.3730.1740.764Other single‐vehicle collision0.0620.0040.0130.0100.044Head‐on collision0.3090.0600.2000.0250.110MULTIPLE‐VEHICLEAngle collision3.3270.5321.7700.3541.555Sideswipe collision0.7800.0440.1460.1440.632Rear‐end collision1.8680.2100.6990.2661.168Total multiple‐vehicle crashes6.5840.8882.9540.8263.628Other multiple‐vehicle collision0.3010.0420.1400.0370.163Total1.0007.7Fatal and Injury (FI)0.4313.3Worksheet 2E ‐‐ Summary Results for Rural Two‐Lane Two‐Way Road Intersections(1)(2)(3)Crash severity levelCrash Severity Distribution (proportion)Predicted average crash frequency (crashes / year)(4) from Worksheet 2C(8) from Worksheet 2C(PDO)Potential for Improvement Potential for Improvement Potential for ImprovementSpecial Note: When the project element is not included in the analysis the results will all be zeros. In addition if only the analysis only includes determining the predicted average crash frequency (i.e. EB analysis is not carried out), the results will show zero values where EB results are usually displayed.1 The values in this table are rounded values. For unrounded values, refer to Workdheet 1L.Property Damage Only (PDO)0.5694.4PROJECT ELEMENT RESULTS SUMMARY1Summary for the project elementTotal Crashes/yrFatal and Injury Crashes/yrProperty Damage Only Crashes/yr(KABCO)(KABC)H-2 AADTMAX =25,200 (veh/day)AADTMAX =12,500 (veh/day)Intersection skew angle (degrees) [If 4ST, does skew differ for minor legs? Else, No.]NoSkew for Leg 1 (All):0Skew for Leg 2 (4ST only):0KABC Fatal and Injury OnlyPDO Property Damage OnlyNOTES: * AADT: It is important to remember that the AADT(major) = AADT(major approach1) + AADT(minor approach2) (refer to p.10‐6 in Part C of the HSM)(3)(4)(6)0.111.0001.00‐‐0.3401.00‐‐0.6601.00General InformationLocation InformationAnalystJohn CavanRoadwayI‐81 SB Ramp (Alternative A)Agency or CompanyWells + Associates, IncIntersectionat Reliance Road (Route 627)Date Performed02/04/23JurisdictionFrederick County, VAWorksheet 2A -- General Information and Input Data for Rural Two-Lane Two-Way Roadway IntersectionsInput DataSite ConditionsBase ConditionsIntersection type (3ST, 4ST, 4SG)4SG‐‐IntersectionIntersection 2Analysis Year2025Signalized/UnsignalizedSignalized0Number of signalized or uncontrolled approaches with a left‐turn lane (0, 1, 2, 3, 4)00Number of signalized or uncontrolled approaches with a right‐turn lane (0, 1, 2, 3, 4)00AADTmajor (veh/day)10,575‐‐AADTminor (veh/day)3,900‐‐Average Annual Crash History (3 or 5‐yr average) Intersection crashesWorksheet 2B ‐‐ Crash Modification Factors for Rural Two‐Lane Two‐Way Roadway IntersectionsIntersection lighting (present/not present)Not PresentNot PresentCalibration Factor, Ci1.001.00(1)(2)(3)(4)(5)CMF for Intersection Skew AngleCMF for Left‐Turn LanesCMF for Right‐Turn LanesCMF for LightingCombined CMFCMF 1iCMF 2iCMF 3iCMF 4iCMF COMBfrom Equations 10‐22 or 10‐23from Table 10‐13from Table 10‐14from Equation 10‐24(1)*(2)*(3)*(4)Worksheet 2C ‐‐ Intersection Crashes for Rural Two‐Lane Two‐Way Roadway Intersections(1)(2)(5)(7)(8)1.001.001.001.001.00Calibration Factor, CiPredicted average crash frequency, N predicted intfrom Equations 10‐8, 10‐9, or 10‐10from Section 10.6.2 from Table 10‐5(2)TOTAL * (4)from (5) of Worksheet 2B(5)*(6)*(7)Crash Severity LevelN spf 3ST, 4ST or 4SGOverdispersion Parameter, kCrash Severity DistributionN spf 3ST, 4ST or 4SG by Severity DistributionCombined CMFsTotal 8.032 8.032 1.00 8.032Fatal and Injury (FI)‐‐2.7311.002.731Property Damage Only (PDO)‐‐5.3011.005.301H-3 (2)1.0000.0020.0010.0010.0030.0640.0050.0760.2740.0540.4260.1180.0520.924Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequencyNpredicted (KABCO)Nexpected (KABCO)Npredicted (KABC)Nexpected (KABC)Npredicted (O)Nexpected (O)8.0Not applicable Not applicable 2.7 Not applicable Not applicable5.3Not applicable Not applicable(1)(3)(4)(5)(6)(7)Worksheet 2D ‐‐ Crashes by Severity Level and Collision Type for Rural Two‐Lane Two‐Way Road IntersectionsTotal8.0321.0002.7311.0005.301N predicted int (PDO) (crashes/year) from Table 10‐6 (8)TOTAL from Worksheet 2Cfrom Table 10‐6(8)FI from Worksheet 2Cfrom Table 10‐6(8)PDO from Worksheet 2CCollision TypeProportion of Collision Type(TOTAL)N predicted int (TOTAL) (crashes/year) Proportion of Collision Type(FI)N predicted int (FI) (crashes/year) Proportion of Collision Type(PDO)SINGLE‐VEHICLECollision with animal0.0160.0000.0000.0030.016(2)x(3)TOTAL(4)x(5)FI(6)x(7)PDOCollision with pedestrian0.0080.0010.0030.0010.005Collision with bicycle0.0080.0010.0030.0010.005Ran off road0.5140.0320.0870.0810.429Overturned0.0240.0030.0080.0030.016Total single‐vehicle crashes0.6100.0400.1090.1070.567Other single‐vehicle collision0.0400.0030.0080.0180.095Head‐on collision0.4340.0800.2180.0400.212MULTIPLE‐VEHICLEAngle collision2.2010.3360.9180.2421.283Sideswipe collision0.9480.0510.1390.1530.811Rear‐end collision3.4220.4031.1010.4382.322Total multiple‐vehicle crashes7.4220.9602.6220.8934.734Other multiple‐vehicle collision0.4180.0900.2460.0200.106Total1.0008.0Fatal and Injury (FI)0.3402.7Worksheet 2E ‐‐ Summary Results for Rural Two‐Lane Two‐Way Road Intersections(1)(2)(3)Crash severity levelCrash Severity Distribution (proportion)Predicted average crash frequency (crashes / year)(4) from Worksheet 2C(8) from Worksheet 2C(PDO)Potential for Improvement Potential for Improvement Potential for ImprovementSpecial Note: When the project element is not included in the analysis the results will all be zeros. In addition if only the analysis only includes determining the predicted average crash frequency (i.e. EB analysis is not carried out), the results will show zero values where EB results are usually displayed.1 The values in this table are rounded values. For unrounded values, refer to Workdheet 1L.Property Damage Only (PDO)0.6605.3PROJECT ELEMENT RESULTS SUMMARY1Summary for the project elementTotal Crashes/yrFatal and Injury Crashes/yrProperty Damage Only Crashes/yr(KABCO)(KABC)H-4 AADTMAX =14,700 (veh/day)AADTMAX =3,500 (veh/day)Intersection skew angle (degrees) [If 4ST, does skew differ for minor legs? Else, No.]NoSkew for Leg 1 (All):0Skew for Leg 2 (4ST only):0KABC Fatal and Injury OnlyPDO Property Damage OnlyNOTES: * AADT: It is important to remember that the AADT(major) = AADT(major approach1) + AADT(minor approach2) (refer to p.10‐6 in Part C of the HSM)(3)(4)(6)0.241.0000.86‐‐0.4310.86‐‐0.5690.86General InformationLocation InformationAnalystJohn CavanRoadwayI‐81 SB Ramp (Alternative B)Agency or CompanyWells + Associates, IncIntersectionat Reliance Road (Route 627)Date Performed02/04/23JurisdictionFrederick County, VAWorksheet 2A -- General Information and Input Data for Rural Two-Lane Two-Way Roadway IntersectionsInput DataSite ConditionsBase ConditionsIntersection type (3ST, 4ST, 4SG)4ST‐‐IntersectionIntersection 1Analysis Year2025Signalized/UnsignalizedUnsignalized0Number of signalized or uncontrolled approaches with a left‐turn lane (0, 1, 2, 3, 4)00Number of signalized or uncontrolled approaches with a right‐turn lane (0, 1, 2, 3, 4)10AADTmajor (veh/day)10,575‐‐AADTminor (veh/day)3,900‐‐Average Annual Crash History (3 or 5‐yr average) Intersection crashesWorksheet 2B ‐‐ Crash Modification Factors for Rural Two‐Lane Two‐Way Roadway IntersectionsIntersection lighting (present/not present)Not PresentNot PresentCalibration Factor, Ci1.001.00(1)(2)(3)(4)(5)CMF for Intersection Skew AngleCMF for Left‐Turn LanesCMF for Right‐Turn LanesCMF for LightingCombined CMFCMF 1iCMF 2iCMF 3iCMF 4iCMF COMBfrom Equations 10‐22 or 10‐23from Table 10‐13from Table 10‐14from Equation 10‐24(1)*(2)*(3)*(4)Worksheet 2C ‐‐ Intersection Crashes for Rural Two‐Lane Two‐Way Roadway Intersections(1)(2)(5)(7)(8)1.001.000.861.000.86Calibration Factor, CiPredicted average crash frequency, N predicted intfrom Equations 10‐8, 10‐9, or 10‐10from Section 10.6.2 from Table 10‐5(2)TOTAL * (4)from (5) of Worksheet 2B(5)*(6)*(7)Crash Severity LevelN spf 3ST, 4ST or 4SGOverdispersion Parameter, kCrash Severity DistributionN spf 3ST, 4ST or 4SG by Severity DistributionCombined CMFsTotal 7.719 7.719 1.00 6.638Fatal and Injury (FI)‐‐3.3271.002.861Property Damage Only (PDO)‐‐4.3921.003.777H-5 (2)1.0000.0100.0010.0010.0050.1220.0080.1470.4310.0400.2420.1010.0390.853Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequency Predicted average crash frequencyExpected average crash frequencyNpredicted (KABCO)Nexpected (KABCO)Npredicted (KABC)Nexpected (KABC)Npredicted (O)Nexpected (O)6.6Not applicable Not applicable 2.9 Not applicable Not applicable3.8Not applicable Not applicable(1)(3)(4)(5)(6)(7)Worksheet 2D ‐‐ Crashes by Severity Level and Collision Type for Rural Two‐Lane Two‐Way Road IntersectionsTotal6.6381.0002.8611.0003.777N predicted int (PDO) (crashes/year) from Table 10‐6 (8)TOTAL from Worksheet 2Cfrom Table 10‐6(8)FI from Worksheet 2Cfrom Table 10‐6(8)PDO from Worksheet 2CCollision TypeProportion of Collision Type(TOTAL)N predicted int (TOTAL) (crashes/year) Proportion of Collision Type(FI)N predicted int (FI) (crashes/year) Proportion of Collision Type(PDO)SINGLE‐VEHICLECollision with animal0.0660.0060.0170.0140.053(2)x(3)TOTAL(4)x(5)FI(6)x(7)PDOCollision with pedestrian0.0070.0010.0030.0010.004Collision with bicycle0.0070.0010.0030.0010.004Ran off road0.8100.0940.2690.1440.544Overturned0.0330.0060.0170.0040.015Total single‐vehicle crashes0.9760.1120.3200.1740.657Other single‐vehicle collision0.0530.0040.0110.0100.038Head‐on collision0.2660.0600.1720.0250.094MULTIPLE‐VEHICLEAngle collision2.8610.5321.5220.3541.337Sideswipe collision0.6700.0440.1260.1440.544Rear‐end collision1.6060.2100.6010.2661.005Total multiple‐vehicle crashes5.6620.8882.5410.8263.120Other multiple‐vehicle collision0.2590.0420.1200.0370.140Total1.0006.6Fatal and Injury (FI)0.4312.9Worksheet 2E ‐‐ Summary Results for Rural Two‐Lane Two‐Way Road Intersections(1)(2)(3)Crash severity levelCrash Severity Distribution (proportion)Predicted average crash frequency (crashes / year)(4) from Worksheet 2C(8) from Worksheet 2C(PDO)Potential for Improvement Potential for Improvement Potential for ImprovementSpecial Note: When the project element is not included in the analysis the results will all be zeros. In addition if only the analysis only includes determining the predicted average crash frequency (i.e. EB analysis is not carried out), the results will show zero values where EB results are usually displayed.1 The values in this table are rounded values. For unrounded values, refer to Workdheet 1L.Property Damage Only (PDO)0.5693.8PROJECT ELEMENT RESULTS SUMMARY1Summary for the project elementTotal Crashes/yrFatal and Injury Crashes/yrProperty Damage Only Crashes/yr(KABCO)(KABC)H-6