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Home My WebLink About02-25 Traffic Impact AnalysisTraffic Impact Analysis Stephenson Depot Commercial Frederick County, Virginia June 30, 2023 Prepared for: Croatan Capital Management, LLC. 18307 Muncaster Road Derwood, MD 20855 Prepared by: 1140 Connecticut Ave NW Suite 1010 Washington, DC 20036 T 202.296.8625 4114 Legato Road Suite 650 Fairfax, VA 22033 T 703.787.9595 225 Reinekers Lane Suite 750 Alexandria, VA 22314 T 703.721.3044 4951 Lake Brook Drive Suite 250 Glen Allen, VA 23060 T 804.362.0578 www.goroveslade.com This document, together with the concepts and designs presented herein, as an instrument of services, is intended for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization by Gorove/Slade Associates, Inc., shall be without liability to Gorove/Slade Associates, Inc. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 3 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com TABLE OF CONTENTS Executive Summary .....................................................................................................................................................................6 Description of Proposed Development ......................................................................................................................................6 Principal Findings and Conclusions ...........................................................................................................................................6 Analysis Components .................................................................................................................................................................6 Analysis Results ..........................................................................................................................................................................7 Overall Conclusion ......................................................................................................................................................................7 Introduction ..................................................................................................................................................................................8 Background Information: Proposed Development (Site & Nearby) ........................................................................................9 Description of the Existing Site ..................................................................................................................................................9 Site Location and Description of the Parcel..............................................................................................................................9 Location within Jurisdiction and Region.................................................................................................................................10 Existing Zoning and Future Land-Use .....................................................................................................................................11 Descriptions of Geographic Scope of Study and Limits of the Study Area ..............................................................................11 Existing Roadway Network ......................................................................................................................................................12 Analysis of 2023 Existing Traffic Volumes ...............................................................................................................................13 Existing Intersection Capacity and Queueing Analysis ............................................................................................................16 Analysis of 2027 Future Conditions Without Development ...................................................................................................18 Future without Development Traffic Volumes ..........................................................................................................................18 Planned Roadway Improvement (Roundabout) ......................................................................................................................18 Regional Growth ........................................................................................................................................................................18 Future without Development Traffic Volumes ........................................................................................................................18 Future without Development Intersection Capacity and Queuing Analysis .............................................................................21 Analysis of 2027 Future Conditions with Development .........................................................................................................23 Site Description ........................................................................................................................................................................23 Proposed Site Access ..............................................................................................................................................................23 Projected Site Trip Generation ................................................................................................................................................24 Distribution and Assignment of Site Traffic ..............................................................................................................................24 Future with Development Traffic Volume .................................................................................................................................25 Future with Development Intersection Capacity and Queuing Analysis ..................................................................................29 Preliminary Left and Right Turn Lane Warrant Assessments ...............................................................................................35 Left Turn Lane Warrant Assessment .......................................................................................................................................35 Right Turn Lane Warrant Assessment .....................................................................................................................................35 Bicycle and Pedestrian Accommodations ..............................................................................................................................36 Preliminary Access Management Assessment ......................................................................................................................36 Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 4 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Conclusions ...............................................................................................................................................................................39 Analysis Results ........................................................................................................................................................................39 Overall Conclusion ....................................................................................................................................................................39 Appendix A: Scoping Document ..................................................................................................................................................40 Appendix B: Existing Traffic Count Data ......................................................................................................................................40 Appendix C: Level of Service & Delay Definitions .......................................................................................................................40 Appendix D: Analysis Worksheets of 2023 Existing Conditions ..................................................................................................40 Appendix E: Excerpts from Planned Roundabout .......................................................................................................................40 Appendix F: Analysis Worksheets of 2027 Future Conditions without Development ..................................................................40 Appendix G: Analysis Worksheets of 2027 Future Conditions with Development .......................................................................40 Appendix H: Turn Lane Warrants ................................................................................................................................................40 LIST OF FIGURES Figure 1: Site Location and Parcel Map .........................................................................................................................................9 Figure 2: Regional Location .........................................................................................................................................................10 Figure 3: Frederick County Zoning Map ......................................................................................................................................11 Figure 4: Location of Study Intersections ....................................................................................................................................12 Figure 5: 2023 Existing Conditions – Roadway Network Geometric Configuration and Traffic Control Devices ........................14 Figure 6: 2023 Existing Conditions – Peak Hour Vehicular Traffic Volumes ...............................................................................15 Figure 7: 2023 Existing Conditions – Level of Service Results ...................................................................................................17 Figure 8: Projected Regional Growth Traffic Volumes (2023 to 2027) ........................................................................................19 Figure 9: 2027 Future Conditions without Development – Vehicular Traffic Volumes .................................................................20 Figure 10: 2027 Future Conditions without Development – Level of Service Results .................................................................22 Figure 11: Conceptual Development Plan (For Informational Purposes Only) ............................................................................23 Figure 12: Global Vehicular Direction of Approach (Site Trip Distribution) ..................................................................................24 Figure 13: Site Generated Trip Assignment ................................................................................................................................26 Figure 14: Pass-by trip volume assignment .................................................................................................................................27 Figure 15: 2027 Future Conditions with Development .................................................................................................................28 Figure 16: Rerouted Site Trip Volume .........................................................................................................................................30 Figure 17: 2027 Future with Development Volume (With Rerouted Volume) ..............................................................................31 Figure 18: 2027 Future Conditions with Development (With Recommended Improvements) .....................................................33 Figure 19: 2027 Future Conditions with Development (With Rerouted Volume and Recommended Improvements) – Level of Service Results ............................................................................................................................................................................34 Figure 20: Proposed Trail location map .......................................................................................................................................36 Figure 21: Proposed Intersection Spacing ...................................................................................................................................38 Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 5 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com LIST OF TABLES Table 1: Existing Roadway Network ............................................................................................................................................12 Table 2: 2023 Existing Conditions – Intersection Capacity Analysis Results ..............................................................................16 Table 3: 2027 Future Conditions without Development – Intersection Capacity Analysis Results ..............................................21 Table 4: Site Trip Generation (Peak Hour of the Adjacent Street; ITE 11th Ed.) ..........................................................................24 Table 5: 2027 Future Conditions with Development – Intersection Capacity and Queuing Analysis Results .............................29 Table 6: Left Turn Lane Warrant Assessment Results ................................................................................................................35 Table 7: Right Turn Lane Warrant Assessment Results (2027 Future Conditions with Development) .......................................35 Table 8: VDOT Minimum Intersection Spacing Requirements for Commercial Entrances, Intersections, and Median Crossovers (RDM, Appendix F, Table 2-3) .....................................................................................................................................................37 Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 6 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Executive Summary This report presents the findings of a Traffic Impact Analysis (TIA) conducted for the proposed Stephenson Depot Commercial development which is generally located on the northeast quadrant at the intersection of Martinsburg Pike (Route 11) and Old Charles Town Road (Route 761) in the Stonewall Magisterial District of Frederick County, Virginia. This study was developed in accordance with the Virginia Department of Transportation (VDOT) transportation impact analysis guidelines. The document was prepared in accordance with the best professional practice and standards that assess the impact of a proposed development on the transportation system and recommends improvements to lessen or negate those impacts. Traffic Impact analysis involves the evaluation of anticipated roadway conditions with and without the proposed development and recommends transportation improvements to offset both the impacts of the increase in future traffic volumes and the changes in traffic operations due to the development. The analysis assists public officials and developers to balance interrelations between efficient traffic movements with necessary lane access. Description of Proposed Development The site is situated across four parcels totaling approximately 6.98 acres that can be identified on the Frederick County Tax Map with the following Tax Map #s: 44-A-42, 44-A-43, 44-A-47, and 44-A- 48A. The parcels are currently zoned as a mix of B2 (General Business), M1 (Light Industrial), and RA (Rural Areas) districts with a future land use of Mixed Use Industrial/Office per the Land Use Plan of the 2035 Comprehensive Policy Plan Map. The applicant is proposing to rezone the property to construct a grocery store of approximately 52,390 SF. The development is anticipated to be completed and in operation by 2027. Access to the site will be provided via two future full-movement entrances, one along Martinsburg Pike and one along Old Charles Town Road. Principal Findings and Conclusions Discussions regarding the study assumptions and relevant background information were held with VDOT and the County on April 25, 2023. This scope details the study assumptions and relevant background information discussed in the meetings and correspondence. A copy of the scoping document is included in Appendix A. The analysis contained herein presents the 2023 Existing Conditions, 2027 Future Conditions without Development, and 2027 Future Conditions with Development. The analysis presented in this report supports the following assumptions and major findings: Analysis Components • 2023 existing peak hour volumes were derived via turning movement counts collected at intersections within the study area in April 2023. • As determined based on the discussions and scoping document with VDOT, a regional growth rate of 4.0% per year was applied to Martinsburg Pike south of Old Charles Town Road and 2.0% per year was applied to Martinsburg Pike north of Old Charles Town Road. In addition, a growth rate of 4.0% was applied from 2023-2027 to Old Charles Town Road. • The trip generation associated with the site was based on the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition publication. The site is expected to generate approximately 150 new trips during the AM peak hour, 348 new trips during the PM peak hour, and 4798 new daily trips on a typical weekday. • Intersection capacity and queuing analyses were performed for all analysis scenarios at the study area intersections during the weekday morning (AM), and weekday afternoon (PM) peak hours. Synchro, version 11, was used to analyze the study intersections with results based on the Transportation Research Board’s (TRB) Highway Capacity Manual (HCM) methodology and analysis guidelines provided in VDOT’s Traffic Operations and Safety Analysis Manual (TOSAM) (version Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 7 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com 2). The analysis herein includes the level of service (LOS), delay, and queue length comparisons for the turning movements analyzed. Analysis Results 2023 Existing Conditions • Based on the capacity analysis of the 2023 Existing Conditions, the signalized intersection operates at an overall acceptable level of service during the AM and PM peak hours. • All approaches at all study intersections operate at an acceptable level of service during the AM and PM peak hours. • Based on the queuing analysis performed for the 2023 Existing Conditions, all turning movements at the study intersections have 95th percentile queues that are accommodated within the available storage lengths of the turn bays. 2027 Future Conditions without Development • Based on the capacity analysis of the 2027 Future Conditions without Development, the planned roundabout is expected to operate at an overall acceptable level of service during the AM and PM peak hours. • All approaches at all study intersections are expected to operate at an acceptable level of service during the AM and PM peak hours. • Based on the analysis of the 95th percentile queue lengths, all turning movements are expected to have queue lengths that can be accommodated within the available storage length of the turn bays. 2027 Future Conditions with Development • Based on the capacity analysis of the 2027 Future Conditions with Development with recommended improvements, the planned roundabout is expected to operate at an overall acceptable level of service during the AM and PM peak hours. • All approaches at all study intersections are expected to operate at an acceptable level of service during the AM and PM peak hours. • Based on the analysis of the 95th percentile queue lengths, all turning movements are expected to have queue lengths that can be accommodated within the available storage length of the turn bays. Overall Conclusion Based on the capacity and queueing analysis results, the proposed development with recommended improvements will not have a substantial impact on the surrounding transportation and roadway network. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 8 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Introduction This report presents the findings of a Traffic Impact Analysis (TIA) conducted for the proposed Stephenson Depot Commercial development which is generally located on the northeast quadrant at the intersection of Martinsburg Pike (Route 11) at Old Charles Town Road (Route 761) in the Stonewall Magisterial District of Frederick County, Virginia. The applicant is proposing to rezone the property to construct a grocery store of approximately 52,390 SF. The development is anticipated to be completed and in operation by 2027. Access to the site will be provided via two future full-movement entrances, one along Martinsburg Pike and one along Old Charles Town Road. The following tasks were completed as part of this study effort: • Scoping discussions were held with VDOT and the County on the parameters of this study as well as any relevant background information on April 25, 2023. A copy of the scoping document is included in Appendix A. • Existing conditions were observed in the field to verify roadway geometry, pedestrian and bicycle infrastructure, and traffic flow characteristics. • In order to determine the weekday morning and afternoon peak hour turning movement traffic volumes, traffic counts were conducted on Thursday, April 27, 2023. • The 2027 Future Conditions without Development scenario was projected based on the existing traffic volumes, a regional growth to account for regional growth on the roadway network. • Proposed site traffic volumes were derived based on the methodology outlined in ITE’s Trip Generation Manual, 11th Edition, publication and were assigned to the road network based on the agreed-upon direction of approach discussed during the aforementioned scoping meeting. • The 2027 Future Conditions with Development scenario was projected based on the existing traffic volumes, regional growth, roadway improvements, and plans for the proposed development. • Intersection capacity and queueing analyses were performed for the identified study intersections for the 2023 Existing Conditions, 2027 Future Conditions without Development, and 2027 Future Conditions with Development scenarios during the weekday morning (AM), and weekday afternoon (PM) peak hours. • Intersection capacity and queuing analyses were performed using Synchro, version 11, and SIDRA, version 9, with results based on the Transportation Research Board’s (TRB) Highway Capacity Manual, Sixth Edition (HCM 6) methodology and in following VDOT’s Traffic Operations and Safety Manual (TOSAM) (version 2). Sources of data for this study include the Institute of Transportation Engineers (ITE), VDOT, and the office files and field reconnaissance efforts of Gorove Slade. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 9 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Background Information: Proposed Development (Site & Nearby) Description of the Existing Site Site Location and Description of the Parcel The proposed development constructs up to 52,390 square feet of a grocery store and is generally situated in the northeast quadrant at the intersection of Martinsburg Pike (Route 11) at Old Charles Town Road (Route 761) in the Stonewall Magisterial District of Frederick County, Virginia. The proposed development consists of four parcels totaling approximately 6.98 acres that can be identified on the Frederick County Tax Map with the following Tax Map #s: 44-A-42, 44-A-43, 44-A-47, and 44-A- 48A. An aerial of the study vicinity of provided in Figure 1. A description of the proposed development is provided in the Introduction section of this report. Figure 1: Site Location and Parcel Map (Source: Frederick County Tax Mapper https://fredcogis.fcva.us/FrederickCountyGIS/) Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 10 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Location within Jurisdiction and Region The location of the site with respect to the surrounding area is presented in Figure 2. Figure 2: Regional Location Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 11 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Existing Zoning and Future Land-Use The site is currently zoned as a mix of B2 (General Business), M1 (Light Industrial), and RA (Rural Areas) districts with a future land use of Mixed Use Industrial/Office per the Land Use Plan of the 2035 Comprehensive Policy Plan Map. The existing zoning is presented in Figure 3. Figure 3: Frederick County Zoning Map (Zoning Source: https://fredcogis.fcva.us/PlanningAccessTerminal/) Descriptions of Geographic Scope of Study and Limits of the Study Area The geographic scope of the study area was developed in accordance with VDOT. The vehicular study area includes the following two existing study intersections and one future study intersection. The study intersections are as follows: Intersection 1: Martinsburg Pike (Rte.11) at Easy Living Street/Site Access 1 [Existing full movement, unsignalized], Intersection 2: Martinsburg Pike (Rte.11) at Old Charles Town Road (Rte.761) [Existing full movement, signalized (Roundabout planned in future)], and Intersection 3: Old Charles Town Road (Rte.761) at Site Access 2 [Future full movement, unsignalized] Study intersections 1 and 3 provide full movement access points to the development. An aerial of the study intersections is provided in Figure 4. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 12 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 4: Location of Study Intersections Existing Roadway Network A description of the major roadways within the study area is presented below in Table 1. Table 1: Existing Roadway Network Note: Based on VDOT Historical Traffic Data from 2021. Old Charles Town Rd (Rte. 761) is generally a two-lane undivided Major Collector with a posted speed limit of 40 mph within the vicinity of the Site. The 2021 VDOT ADT shows approximately 6,000 vehicles per day (vpd) from Martinsburg Pike to Stephenson Rd. For the purposes of this analysis, Old Charles Town Rd is assumed to be an east-west roadway. Martinsburg Pike (Rte. 11) is a two-lane undivided Major Collector with a posted speed limit of 45 mph. The 2021 VDOT ADT on Martinsburg Pike (Rte. 11) is 14,000 vpd from I-81 North of Winchester to Old Charles Town Rd and approximately 8,200 vpd from Old Charles Town Rd to Walters Mill Lane. For the purposes of this study, Martinsburg Pike (Rte. 11) is assumed to be a north-south roadway. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 13 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Analysis of 2023 Existing Traffic Volumes In order to determine the weekday morning (AM) and weekday afternoon (PM) peak hour turning movement traffic volumes, turning movement counts (TMC) were collected at the study intersections on Thursday, April 27, 2023. The referenced weekday turning movement counts were collected from 6:00 AM to 9:00 AM and 4:00 PM - 7:00 PM at the following intersections: o Study Intersection 1: Martinsburg Pike at Easy Living Street/Site Access 1 o Study Intersection 2: Martinsburg Pike at Old Charles Town Road • From the turning movement counts, the following system peak hours were determined. o AM Peak Hour: 8:00 AM to 9:00 AM o PM Peak Hour: 4:30 PM to 5:30 PM The 2023 existing road network configuration is presented in Figure 5. The existing AM and PM peak hour traffic volumes for the existing study intersections are shown in Figure 6. The ADT depicted in Figure 6 and in subsequent volume graphics, were calculated based on VDOT published k-factors from 2021, if available, or assumed k-factors per approach of 0.10 and the PM peak hour volumes. The raw existing traffic count data is provided in Appendix B. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 14 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 5: 2023 Existing Conditions – Roadway Network Geometric Configuration and Traffic Control Devices Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 15 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 6: 2023 Existing Conditions – Peak Hour Vehicular Traffic Volumes Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 16 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Existing Intersection Capacity and Queueing Analysis Intersection capacity and queuing analyses were performed for the 2023 Existing Conditions scenario at the study area intersections during AM and PM peak hours, in accordance with VDOT’s TOSAM (version 2) guidelines. Synchro, version 11, was used to analyze the study intersections with results based on the Transportation Research Board’s (TRB) Highway Capacity Manual (HCM) 6th Edition methodology and include the level of service (LOS), delay, and queue length comparisons for the turning movements analyzed. Lane configurations at study intersections along the road network were field-verified, and the existing traffic volumes discussed in the aforementioned section as well as other relevant data were entered into the analysis models. For this analysis, the existing peak hour factors (PHF) utilized in the analysis of existing conditions were based on the traffic count data collected and were modeled in the Synchro network on a by-intersection basis. PHF in the range of 0.85 to 1.00 was used for the existing scenario, consistent with VDOT analysis guidelines. The heavy vehicle percentages (HV%) utilized per movement were based on existing traffic count data for each lane group. Per the scoping meeting with VDOT and the County staff, it would be considered acceptable to achieve an approach LOS D or better for traffic operations, using HCM 6 methodology. The results of the intersection capacity from Synchro are presented in Table 2 and graphically in Figure 7. The results are expressed in LOS and delay (seconds per vehicle) for overall signalized/all- way stop control intersections and per approach and lane group for all study intersections. The 95th percentile queues were also determined from Synchro and are expressed in feet. The description of different LOS and delays are included in Appendix C. The detailed analysis worksheets of 2023 Existing Conditions are contained in Appendix D. Table 2: 2023 Existing Conditions – Intersection Capacity Analysis Results Based on the capacity analysis of 2023 Existing Conditions, the signalized study intersection is anticipated to operate at an overall acceptable level of service during the AM and PM peak hours. All approaches at all study intersections operate at an acceptable level of service during all peak hours. Based on the queuing analysis performed for the 2023 Existing Conditions, all turning movements at the study intersections have 95th percentile queues that are accommodated within the available storage lengths of the turn bays. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 17 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 7: 2023 Existing Conditions – Level of Service Results Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 18 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Analysis of 2027 Future Conditions Without Development For the purposes of this study, the development is anticipated to be constructed by 2027; this scenario analyzes the future without development conditions for the year 2027. Future without Development Traffic Volumes The derivation of future without development traffic volumes was based on assumptions and parameters discussed with VDOT during the scoping process for this study. The future conditions include anticipated inherent regional growth, any potential background developments around the vicinity of the Site, and any anticipated roadway improvements. Planned Roadway Improvement (Roundabout) As discussed in the scoping meeting, one roadway improvement project was identified for consideration in this study. A roundabout at the intersection of Martinsburg Pike at Old Charles Town Road (Intersection #2) is funded and planned to be constructed by 2026 and therefore, is included in all future analysis scenarios. The excerpts related to the planned roundabout are provided in Appendix E. Regional Growth The development is anticipated to be complete in 2027. In order to account for the increased demand on the traffic network between 2023 and 2027, a regional growth rate was applied to future scenarios. This regional growth was anticipated to account for regional development within the at-large area, which would ultimately result in increased roadway demand. Furthermore, the regional growth was anticipated to account for any potential background developments unaccounted for within the vicinity of the study area including the full-build out of Snowden Bridge development. As agreed, upon in the scope for this study, to account for 2027 future conditions, a regional growth rate of 4.0% per year (a total of 16.0%) was applied to Martinsburg Pike south of Old Charles Town Road and 2.0% per year (a total of 8.0%) was applied to Martinsburg Pike north of Old Charles Town Road. In addition, a growth rate of 4.0% was applied to Old Charles Town Road. The regional growth volumes (for the period between 2023 and 2027) are illustrated in Figure 8. As agreed upon in the scoping meeting, no additional background developments were recognized in the vicinity that will impact the study intersections. Future without Development Traffic Volumes In order to forecast future roadway traffic volumes for the year 2027, the 2023 existing traffic volumes were combined with the inherent regional growth traffic volumes. The 2027 Future without Development traffic volumes are illustrated in Figure 9. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 19 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 8: Projected Regional Growth Traffic Volumes (2023 to 2027) Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 20 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 9: 2027 Future Conditions without Development – Vehicular Traffic Volumes Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 21 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Future without Development Intersection Capacity and Queuing Analysis Intersection capacity and queueing analyses were performed for the 2027 Future Conditions without Development scenario at the study area intersections during the AM and PM peak hours, in accordance with VDOT’s TOSAM (version 2) guidelines. Synchro, version 11, and SIDRA, version 9, were used to analyze the study intersections with results based on TRB’s HCM 6th Edition methodology and include LOS, delay, and queue length comparisons for the turning movements analyzed. For this analysis, the intersection PHF utilized in the analysis of future conditions was determined based on the 2023 existing traffic counts, with a minimum of 0.92. The HV% were based on the existing traffic count data. As mentioned previously, it would be considered acceptable to achieve an approach LOS D or better for traffic operations using HCM methodology. The results of the intersection capacity and queuing analyses from Synchro and SIIDRA are presented in Table 3 and graphically in Figure 10. The results are expressed in LOS and delay (seconds per vehicle) for overall signalized intersections and per approach and lane group for all study intersections. The 95th percentile queues were also determined from Synchro and are expressed in feet. The detailed analysis worksheets of the 2027 Future Conditions without Development are contained in Appendix F. Table 3: 2027 Future Conditions without Development – Intersection Capacity Analysis Results Based on the capacity analysis of 2027 Future Conditions without Development, the roundabout study intersection is anticipated to operate at an overall acceptable level of service during the AM and PM peak hours. All approaches at all study intersections operate at an acceptable level of service during all peak hours. Based on the queuing analysis performed for the 2027 Future Conditions without Development, all turning movements at the study intersections have 95th percentile queues that can be accommodated within the available storage lengths of the turn bays. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 22 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 10: 2027 Future Conditions without Development – Level of Service Results Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 23 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Analysis of 2027 Future Conditions with Development For the purposes of this study, the development is anticipated to be constructed by 2027; this scenario analyzes the future with development conditions for the year 2027. Site Description The site is generally situated on the northeast quadrant at the intersection of Martinsburg Pike (Route 11) at Old Charles Town Road (Route 761) in the Stonewall Magisterial District of Frederick County, Virginia. The proposed development is situated across four parcels totaling approximately 6.98 acres that can be identified on the Frederick County Tax Map with the following Tax Map #s: 44-A-42, 44-A-43, 44-A-47, and 44-A- 48A. The applicant is proposing to rezone the property to construct a grocery store of approximately 52,390 SF. The development is anticipated to be completed and in operation by 2027. A conceptual plan for the Site is illustrated in Figure 11. Proposed Site Access Access to the site will be provided via two future full-movement entrances, one along Martinsburg Pike and one along Old Charles Town Road. Figure 11: Conceptual Development Plan (For Informational Purposes Only) Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 24 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Projected Site Trip Generation In order to calculate the trips generated by the proposed Development, the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition, the publication was used to determine the total trips going into and out of the subject study site during the weekday AM and PM peak hours as well as the typical number of weekday daily trips. The projected trip generation for the proposed development with pass-by reduction associated with this site is depicted in Table 4. There is no internal capture reduction applied. Table 4: Site Trip Generation (Peak Hour of the Adjacent Street; ITE 11th Ed.) As illustrated in the table above, the site is anticipated to generate approximately 150 new trips during the AM peak hour, 348 new trips during the PM peak hour, and 4,798 new daily trips on a typical weekday. Distribution and Assignment of Site Traffic The distribution and assignment of the site generated trips were based on the existing traffic patterns, engineering judgment, and the nature of the proposed development, and with the guidance and input from VDOT and County staff. The site direction of approach and trip distribution is illustrated in Figure 12. Figure 12: Global Vehicular Direction of Approach (Site Trip Distribution) In Out Total In Out Total Total Proposed Development Supermarket 850 52.39 kSF of GFA 88 62 150 229 229 458 4,908 Total Proposed Trips without Reductions 88 62 150 229 229 458 4,908 Pass-bys - Supermarket*24%PM Only 0 0 0 -55 -55 -110 -110 Total Proposed Trips with Reductions 88 62 150 174 174 348 4,798 *Pass-by rates based on ITE Trip Generation 11th Edition. Due to unavailability of daily pass-by rates, daily pass-by trips were assumed same as PM peak pass-by trips. Land Use ITE Code Size AM Peak Hour PM Peak Hour Daily ------ W e e k d a y ------ Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 25 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Future with Development Traffic Volume In order to project future traffic volumes on the roadways in the vicinity of the development, trips generated from the development were assigned to the road network based on the previously mentioned direction of approach. The primary site traffic assignment is illustrated for the AM and PM peak hours in Figure 13. Pass-By Trips Pass-by trip reductions consider site trips drawn from the existing traffic stream on an adjacent street, recognizing that trips drawn to a site would otherwise already traverse the adjacent street regardless of the existence of the site. The pass-by reduction rates utilized are as per ITE Trip Generation 11th Edition. Figure 14 shows the pass-by trip volume assignment. The 2027 Future with Development traffic volumes are calculated by adding site trips and pass-by trips to the 2027 Future without Development traffic volumes and are illustrated in Figure 15. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 26 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 13: Site Generated Trip Assignment Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 27 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 14: Pass-by trip volume assignment Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 28 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 15: 2027 Future Conditions with Development Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 29 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Future with Development Intersection Capacity and Queuing Analysis Intersection capacity and queuing analyses were performed for the 2027 Future Conditions with Development scenario at the study area intersections during the AM and PM peak hours, in accordance with VDOT’s TOSAM (version 2) guidelines. Synchro, version 11, was used to analyze the study intersections with results based on TRB’s HCM 6th Edition methodology and include LOS, delay, and queue length comparisons for the turning movements analyzed. For the purposes of this analysis, the intersection PHF utilized in the analysis of future conditions was determined based on the 2023 existing traffic counts, with a minimum of 0.92 as agreed to in the scoping document. The HV% were based on the existing conditions scenario, with any new approaches based on the existing counts and the Site truck trip generation. The proposed lane configuration with development in-place is illustrated in Figure 18. As mentioned previously, it would be considered acceptable to achieve an approach LOS D or better for traffic operations using HCM methodology. The results of the intersection capacity and queuing analyses from Synchro are presented in Table 5 and graphically in Figure 19. The results are expressed in LOS and delay (seconds per vehicle) for overall signalized intersections and per approach and lane group for all study intersections. The 95th percentile queues were also determined from Synchro and are expressed in feet. The detailed analysis worksheets of the 2027 Future Conditions with Development scenario are contained in Appendix G. Table 5: 2027 Future Conditions with Development – Intersection Capacity and Queuing Analysis Results As discussed in the scoping meeting, drivers will tend to avoid turning movements with longer delays if reasonable alternative routes are available. Accordingly, 20 westbound left turning vehicles from Site Access 1 were rerouted to make a southbound right at Site Access 2 and a “left turn” at the roundabout to continue southbound on Martinsburg Pike. The rerouted volume is illustrated in Figure 16 and the 2027 Future with Development volume is illustrated in Figure 17. The Applicant is providing both left and right turn lanes with tapers at both site accesses as part of recommended improvements that meets or exceeds the VDOT’s turn lane requirements as discussed in the subsequent section. Effective Storage LOS Delay 95th %LOS Delay 95th %LOS Delay 95th % Length (ft.)(sec/veh)Queue (ft.)(sec/veh)Queue (sec/veh)Queue [1] 1 Easy Living St/Site Access 1 (E/W) at Martinsburg Pike (N/S) Overall Intersection (TWSC) Eastbound Approach B 13.3 C 17.2 C 17.2 Eastbound Left/Thru/Right B 13.3 5 C 17.2 0.2 C 17.2 8 Westbound Approach C 16.4 D 31.9 D 25.9 Westbound Left C 19.4 8 E 44.9 0.3 E 37.8 40 Westbound Thru/Right 75 A 9.9 3 B 12.5 0.1 B 12.5 10 Northbound Approach Northbound Left 150 A 8.5 0 A 8.3 0 A 8.3 3 Southbound Approach Southbound Left 150 A 8.0 0 A 9.0 0 A 9.0 3 2 Old Charles (E/W) at Martinsburg Pike (N/S) Overall Intersection (MIT-Roundabout)B 10.7 271.5 B 10.1 191.5 B 10.5 213.9 Westbound Approach B 12.3 99.6 C 20.9 3.9 C 22.1 213.9 Northbound Approach A 4.9 51.1 A 4.9 1.8 A 4.9 120.1 Southbound Approach B 16.3 271.5 B 12.4 9.8 B 12.5 177.4 3 Old Charles (E/W) at Site Access 2 (N/S) Overall Intersection (TWSC) Eastbound Approach Eastbound Left A 8.4 3 A 8.4 0.1 A 8.4 5 Southbound Approach B 12.9 C 17.5 C 17.2 Southbound Left/Right B 12.9 5 C 17.5 0.2 C 17.2 30 [1] PM Peak Hour (With Volume Rerouting) Effective storage length is based on the storage length plus one-half of the taper length per TOSAM guidelines. PM Peak Hour No. Intersection (Movement) NOTES: AM Peak Hour Analysis Software SynchroSIDRASynchro Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 30 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 16: Rerouted Site Trip Volume Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 31 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 17: 2027 Future with Development Volume (With Rerouted Volume) Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 32 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com As mentioned previously, it would be considered acceptable and/or desirable to achieve an approach LOS D or better for traffic operations using HCM methodology. With the proposed development and rerouting of trips, all study intersections are anticipated to operate at acceptable level of service (LOS D or better) overall for the roundabout and by-approach at all intersections during the AM and PM peak hours. Based on the analysis of the 95th percentile queue lengths, all turning movements are expected to have queue lengths that can be accommodated within the available storage length of the turn bays. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 33 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 18: 2027 Future Conditions with Development (With Recommended Improvements) Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 34 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 19: 2027 Future Conditions with Development (With Rerouted Volume and Recommended Improvements) – Level of Service Results Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 35 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Preliminary Left and Right Turn Lane Warrant Assessments Left and right turn lane warrants are based off VDOT’s Road Design Manual (RDM), Appendix F. In order to determine the need for exclusive left or right turn lanes at the site accesses along Martinsburg Pike & Old Charles Town Road, the traffic data and anticipated development program provided in the Analysis of 2027 Future Conditions with Development section were utilized. Additional graphics and information regarding the methodology used to determine the turn lane warrants is provided in Appendix H. Warrants for left-turn storage lanes on two-lane highways at unsignalized intersections are based on Figure 3-5 to Figure 3-22 in Appendix F of VDOT’s RDM. The figures provide graphical representations for determining the necessity of a left turn lane by comparing the advancing volumes of a given approach and the respective opposing volumes with respect to the percentage of left turning vehicles of the advancing volumes and the design speed of a given roadway. Warrants for left-turn storage lanes on four-lane highways at unsignalized intersections on based on Figure 3-3 in Appendix F of VDOT’s RDM. The figure provides a graphical representation for determining the necessity of a left turn lane by comparing the advancing volumes of a given approach and the respective opposing volumes with respect to if the roadway is divided or undivided. Warrants for right‐turn storage lanes on two‐ and four‐lane highways at intersections are based on Figure 3‐26 and Figure 3‐27 in Appendix F of VDOT’s RDM. These figures provide a graphical representation for determining the necessity of a right turn lane by comparing the total volumes of a given approach with their respective right turn volumes. Left Turn Lane Warrant Assessment Table 6 shows that per VDOT RDM, a left turn lane is warranted on the southbound approach at Intersection 1 and the eastbound approach at Intersection 3, given the opposing volume, advancing volume, and the left turning volume for the 2027 Future with Development conditions. Table 6: Left Turn Lane Warrant Assessment Results Right Turn Lane Warrant Assessment Table 7 shows that per VDOT RDM, a right turn lane and a taper is warranted on the northbound approach at Intersection 1. In addition, a taper is warranted on the westbound approach at intersection 3, given the right turning volume, approach volume, and the minimum right turn lane and taper thresholds. Table 7: Right Turn Lane Warrant Assessment Results (2027 Future Conditions with Development) The Applicant is providing both left and right turn lanes along with tapers at both site accesses which meets or exceeds the VDOT requirements. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 36 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Bicycle and Pedestrian Accommodations There is an existing trail on the west side along Martinsburg Pike south of Old Charles Town Road which continues along Old Charles Town Road on the south side of the road. The Applicant is providing a 10 ft trail along the Martinsburg Pike frontage which will connect to the existing trail as shown in Figure 20. Figure 20: Proposed Trail location map Preliminary Access Management Assessment The minimum spacing standards for the Commonwealth of Virginia are specified in VDOT’s Road Design Manual (RDM). Appendix F of the RDM focuses primarily on access management practices. The minimum spacing standards are particularly specified in Table 2-2 through Table 2-4. Table 2-2 provides guidance on the minimum spacing standard for commercial Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 37 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com entrances, intersections, and median crossovers, and is based on a roadway’s speed limit and functional classification. Tables 2-3 and 2-4 provide guidance for minimum spacing standards for the spacing between interchanges and intersections or commercial entrances. Both Martinsburg Pike and Old Charles Town Road in the vicinity of the proposed development are classified by VDOT as a major collector roadway. The speed limit on the roadway segment in the vicinity of the study area is 45 mph on Martinsburg Pike and 40 mph on Old Charles Town Road. The applicable intersection spacing requirements (centerline-to-centerline) per RDM Appendix F Table 2-3 are illustrated in Table 8. This section evaluates the minimum spacing requirements at the site entrances for the proposed site. The proposed intersection spacings by roadway are illustrated in Figure 21. Table 8: VDOT Minimum Intersection Spacing Requirements for Commercial Entrances, Intersections, and Median Crossovers (RDM, Appendix F, Table 2-3) As shown in the figure below, the proposed spacing at both site accesses meets the minimum spacing requirements as per VDOT RDM Appendix F guidelines. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 38 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Figure 21: Proposed Intersection Spacing Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 39 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Conclusions This report presents the findings of a Traffic Impact Analysis (TIA) conducted for the proposed Stephenson Depot Commercial development which is generally located on the northeast quadrant at the intersection of Martinsburg Pike (Route 11) at Old Charles Town Road (Route 761) in the Stonewall Magisterial District of Frederick County, Virginia. The site is situated across four parcels totaling approximately 6.98 acres that can be identified on the Frederick County Tax Map with the following Tax Map #s: 44-A-43, 44-A-42, 44-A-47, and 44-A- 48A. The parcels are currently zoned as a mix of B2 (General Business), M1 (Light Industrial), and RA (Rural Areas) districts with a future land use of Mixed Use Industrial/Office per the Land Use Plan of the 2035 Comprehensive Policy Plan Map. The applicant is proposing to rezone the property to construct a grocery store of approximately 52,390 SF. The development is anticipated to be completed and in operation by 2027. Access to the site will be provided via two future full-movement entrances, one along Martinsburg Pike and one along Old Charles Town Road. Analysis Results 2023 Existing Conditions • Based on the capacity analysis of the 2023 Existing Conditions, the signalized intersection operates at an overall acceptable level of service during the AM and PM peak hours. • All approaches at all study intersections operate at an acceptable level of service during the AM and PM peak hours. • Based on the queuing analysis performed for the 2023 Existing Conditions, all turning movements at the study intersections have 95th percentile queues that are accommodated within the available storage lengths of the turn bays. 2027 Future Conditions without Development • Based on the capacity analysis of the 2027 Future Conditions without Development, the planned roundabout is expected to operate at an overall acceptable level of service during the AM and PM peak hours. • All approaches at all study intersections are expected to operate at an acceptable level of service during the AM and PM peak hours. • Based on the analysis of the 95th percentile queue lengths, all turning movements are expected to have queue lengths that can be accommodated within the available storage length of the turn bays. 2027 Future Conditions with Development • Based on the capacity analysis of the 2027 Future Conditions with Development with recommended improvements, the planned roundabout is expected to operate at an overall acceptable level of service during the AM and PM peak hours. • All approaches at all study intersections are expected to operate at an acceptable level of service during the AM and PM peak hours. • Based on the analysis of the 95th percentile queue lengths, all turning movements are expected to have queue lengths that can be accommodated within the available storage length of the turn bays. Overall Conclusion Based on the capacity and queueing analysis results, the proposed development with recommended improvements will not have a substantial impact on the surrounding transportation and roadway network. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 40 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com TECHNICAL APPENDIX Appendix A: Scoping Document Appendix B: Existing Traffic Count Data Appendix C: Level of Service & Delay Definitions Appendix D: Analysis Worksheets of 2023 Existing Conditions Appendix E: Excerpts from Planned Roundabout Appendix F: Analysis Worksheets of 2027 Future Conditions without Development Appendix G: Analysis Worksheets of 2027 Future Conditions with Development Appendix H: Turn Lane Warrants Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 41 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Appendix A: Scoping Document It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. THIS IS A CHAPTER 870 STUDY PRE-SCOPE OF WORK MEETING FORM Information on the Project Traffic Impact Analysis Base Assumptions The applicant is responsible for entering the relevant information and submitting the form to VDOT and the locality no less than three (3) business days prior to the meeting. If a form is not received by this deadline, the scope of work meeting may be postponed. Contact Information Consultant Name: Tele: E-mail: Kevin Sitzman, Gorove Slade Associates Inc. 703.787.9595 ksitzman@goroveslade.com Developer/Owner Name: Tele: E-mail: Steve Joseph spjcaj@aol.com Project Information Project Name: Stephenson Depot Commercial Locality/County: Frederick County, Virginia Project Location: (Attach regional and site specific location map) The proposed development is generally located on the northeast quadrant at the intersection of Martinsburg Pike (Route 11) at Old Charles Town Road (Route 761) in the Stonewall Magisterial District of Frederick County, Virginia. Submission Type Comp Plan REZ/SUP Site Plan Subd Plat Project Description: (Including details on the land use, acreage, phasing, access location, etc. Attach additional sheet if necessary) The site is situated across four parcels totaling approximately 6.98 acres that can be identified on the Frederick County Tax Map with the following Tax Map #s: 44-A-43, 44-A-42, 44-A-47, and 44-A- 48A. The parcels are currently zoned as a mix of B2 (General Business), M1 (Light Industrial), and RA (Rural Areas) districts with a future land use of Mixed Use Industrial/Office per the Land Use Plan of the 2035 Comprehensive Policy Plan Map. The applicant is proposing to rezone the property to construct a grocery store of approximately 52,390 SF. The development is anticipated to be completed and in operation by 2027. Access to the site will be provided via two future full-movement entrances, one along Martinsburg Pike and Old Charles Town Road each. Proposed Use(s): (Check all that apply; attach additional pages as necessary) Residential Commercial Mixed Use Other Residential Uses(s) ITE LU Code(s): Number of Units: Commercial Use(s) ITE LU Code(s): 850 Square Ft or Other Variable: 52.39 kSF Other Use(s) ITE LU Code(s): Square Ft or Other Variable: It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Total Peak Hour Trip Projection: (with pass-by reductions) Less than 100 100 – 499 500 – 999 1,000 or more Traffic Impact Analysis Assumptions Study Period Existing Year: 2023 Build-out Year: 2027 Design Year: N/A Study Area Boundaries (Attach map) North: N/A South: Old Charles Town Road West: Martinsburg Pike East: N/A External Factors That Could Affect Project (Planned road improvements, other nearby developments) A roundabout is proposed at the intersection of Martinsburg Pike at Old Charles Town Road and is included in all future analysis scenarios. The Roundabout is proposed for 2026. Annual Growth Rate included accounts for any nearby developments. Consistency With Comprehensive Plan (Land use, transportation plan) Yes Available Traffic Data (Historical, forecasts) 2023 New Traffic Counts 2021 VDOT AADT Data Trip Distribution (Please refer to attached Figure 2 in Supplement.) Road Name: Martinsburg Pike (to/from the North) – 20% Road Name: Martinsburg Pike (to/from the South) – 70% Road Name: Old Charles Town Road (to/from the East) – 10% Road Name: N/A Annual Vehicle Trip Growth Rate: (See Note 4.) (See Note 4.) (Simple Growth) Peak Period for Study (check all that apply) AM PM SAT Peak Hour of the Adj. (with Pass-by) (to be used in study) AM: 150 / PM: 348 / Daily: 4,798 (After Reductions) Study Intersections and/or Road Segments (Attach additional sheets as necessary) (Please refer to attached Figure 1 in Supplement.) 1. Martinsburg Pike at Old Charles Town Road 7. 2. Old Charles Town Road at Site Access 1 8. 3. Martinsburg Pike at Site Access 2 9. 4. 10. 5. 11. 6. 12. Trip Adjustment Factors Internal allowance Reduction: Yes No Pass-by allowance Reduction: Yes No (Only as per ITE provided rates) Software Methodology Synchro HCS (v.2000/+) SIDRA CORSIM Other It is important for the applicant to provide sufficient information to county and VDOT staff so that questions regarding geographic scope, alternate methodology, or other issues can be answered at the scoping meeting. Traffic Signal Proposed or Affected (Analysis software to be used, progression speed, cycle length) Martinsburg Pike at Old Charles Town Road Analysis Software: Synchro (version 11) & SIDRA (version 8 or 9) Results: Highway Capacity Manual (HCM) 6th Edition Methodology (See Note 9.) Queue Lengths to be Reported: 95th Percentile Improvement(s) Assumed or to be Considered Roundabout at Martinsburg Pike and Old Charles Town Road. Background Traffic Studies Considered None. Plan Submission Master Development Plan (MDP) Generalized Development Plan (GDP) Preliminary/Sketch Plan Other Plan type (Final Site, Subd. Plan) Additional Issues to be Addressed Queuing analysis Actuation/Coordination Weaving analysis Merge analysis Bike/Ped Accommodations Intersection(s) TDM Measures Other (_________________________) Stephenson Depot Commercial – Scoping Document Supplement Page A1 Gorove/Slade www.goroveslade.com NOTES on ASSUMPTIONS: 1. Synchro files/signal timings will be obtained from VDOT. 2. The scenarios to be included in the study are 2023 Existing Conditions, 2027 Future Conditions without Development, 2027 Future Conditions with Development. The study will analyze AM and PM peak hours for the above scenarios. 3. Existing turning movement counts will be collected and utilized to develop existing conditions volumes. 4. In order to project future traffic conditions, a regional growth rate of 4.0% per year will be applied to Martinsburg Pike south of Old Charles Town Road. A growth rate of 2.0% per year will be applied to Martinsburg Pike north of Old Charles Town Road. On Old Charles Town Road, a growth rate of 4.0% will be applied from 2023-2027. Refer Figure 4. 5. Existing peak hour factors will be based on the traffic counts and utilized on a by-intersection basis. Peak hours factors by an intersection in the range of 0.85 to 1.00 will be used for an existing scenario. Peak hour factors of 0.92 will be used for all future scenarios if the existing peak hour factor by intersection is less than 0.92, and for all new intersections. 6. Heavy vehicle percentages (HV%) will be based on existing counts. For any new intersection and at site entrances, the HV% will be based on existing counts and Site truck trip generation, per movement. 7. For any approach, a level of service (LOS) D or better would be considered acceptable/desirable for traffic operations. For all approaches, the projected future conditions without development LOS and delay will be maintained in the future with development conditions. Will show intersection, approach, and movement LOS. 8. 95th percentile queue lengths will be provided in addition to the capacity analyses. The queue lengths will be determined from Synchro. 9. HCM 6 methodology will be utilized in the capacity analyses where applicable; HCM 2000 methodology will be utilized if HCM 6 methodology is not applicable. 10. Preliminary access management and turn lane assessment will be provided at the proposed site entrances. 11. Pedestrian and Bicycle accommodation information will be included in the study. SIGNED: _________________________________ DATE: 06/14/2023 Applicant or Consultant PRINT NAME: _____Kevin Sitzman, PE____________ Applicant or Consultant SIGNED: _________________________________ DATE: VDOT Representative PRINT NAME: ____________________________ VDOT Representative Stephenson Depot Commercial – Scoping Document Supplement Page A2 Gorove/Slade www.goroveslade.com SIGNED: _________________________________ DATE: Local Government Representative PRINT NAME: _____________________________ Local Government Representative Stephenson Depot Commercial – Scoping Document Supplement Page A3 Gorove/Slade www.goroveslade.com Table 1: Trip Generation – Peak Hour of the Adjacent Street (ITE 11th Edition) Table 2: VDOT AADT Published from 2017 to 2021 Figure 1: Site Location and Study Intersections In Out Total In Out Total Total Proposed Development Supermarket 850 52.39 kSF of GFA 88 62 150 229 229 458 4,908 Total Proposed Trips without Reductions 88 62 150 229 229 458 4,908 Pass-bys - Supermarket*24%PM Only 0 0 0 -55 -55 -110 -110 Total Proposed Trips with Reductions 88 62 150 174 174 348 4,798 *Pass-by rates based on ITE Trip Generation 11th Edition. Due to unavailability of daily pass-by rates, daily pass-by trips were assumed same as PM peak pass-by trips. Land Use ITE Code Size AM Peak Hour PM Peak Hour Daily ------ W e e k d a y ------ Road Segment:From:To:2017 2018 2019 2020 2021 2017 - 2021 2018 - 2021 2019 - 2021 2020 - 2021 Martinsburg Pike I-81 North of Winchester Old Charles Town Rd 13,000 13,000 13,000 12,000 14,000 1.87% 2.50% 3.77% 16.67% Martinsburg Pike Old Charles Town Rd Walters Mill Lane 7,800 7,600 7,600 7,200 8,200 1.26% 2.57% 3.87% 13.89% Old Charles Town Rd Martinsburg Pike Stephenson Rd 5,200 5,100 5,100 5,300 6,200 4.50% 6.73% 10.26% 16.98% Note: Highlighted cells shows factored short term traffic count data. Stephenson Depot Commercial – Scoping Document Supplement Page A4 Gorove/Slade www.goroveslade.com Figure 2: Direction of Approach Stephenson Depot Commercial – Scoping Document Supplement Page A5 Gorove/Slade www.goroveslade.com Figure 3: Conceptual Site plan (Informational Purposes Only) Stephenson Depot Commercial – Scoping Document Supplement Page A6 Gorove/Slade www.goroveslade.com Figure 4: Growth Percentages and Trips Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 42 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Appendix B: Existing Traffic Count Data National Data & Surveying ServicesIntersection Turning Movement Count Location:Martinsburg Pike & Old Charles Town Rd City:Stephenson Project ID: Control:Signalized Date: NS/EW Streets: 0110110000001010 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 03210045400000038050143 6:15 AM 03127057000000041030177 6:30 AM 02913048200000066040198 6:45 AM 05123029100000070050242 7:00 AM 04541058300000093050272 7:15 AM 052370210000000099090299 7:30 AM 057510585000000106080312 7:45 AM 06149037900000074060272 8:00 AM 054670992000000550110288 8:15 AM 0486501188000000700120294 8:30 AM 0576201175000000920100307 8:45 AM 04960014109000000970150344 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 566 505 0 75 1008 00000090109303148 APPROACH %'s :0.00% 52.85% 47.15% 0.00% 6.93% 93.07% 0.00% 0.00%90.64% 0.00% 9.36% 0.00% PEAK HR :08:00 AM 41 TOTAL PEAK HR VOL :0 208 254 045364 0000003140 48 0 1233 PEAK HR FACTOR :0.000 0.912 0.948 0.000 0.804 0.835 0.000 0.000 0.000 0.000 0.000 0.000 0.809 0.000 0.800 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0110110000001010 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 011798077700000079090387 4:15 PM 01158501271000000780140375 4:30 PM 0129970117100000079070394 4:45 PM 01101110175900000062090368 5:00 PM 01289901178000000820100408 5:15 PM 0 126 114 0786000000690120414 5:30 PM 012310701080000000610110392 5:45 PM 09911001254000000810100366 6:00 PM 0 110 104 0961000000740120370 6:15 PM 09810101177000000700170374 6:30 PM 0102760127500000061060332 6:45 PM 083810856000000580100296 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0 1340 1183 0 127 845 0000008540 127 0 4476 APPROACH %'s :0.00% 53.11% 46.89% 0.00% 13.07% 86.93% 0.00% 0.00%87.05% 0.00% 12.95% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :0 493 421 0 46 294 00000029203801584 PEAK HR FACTOR :0.000 0.955 0.923 0.000 0.676 0.855 0.000 0.000 0.000 0.000 0.000 0.000 0.890 0.000 0.792 0.000 04:30 PM - 05:30 PM 0.9570.952 0.914 0.897 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 08:00 AM - 09:00 AM 0.8960.955 0.831 0.808 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 23-260063-001 4/27/2023 Data - Total Martinsburg Pike Martinsburg Pike Old Charles Town Rd Old Charles Town Rd National Data & Surveying ServicesIntersection Turning Movement Count Location:Martinsburg Pike & Old Charles Town Rd City:Stephenson Project ID: Control:Signalized Date: NS/EW Streets: 0110110000001010 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 03000200000000005 6:15 AM 031016000000100012 6:30 AM 040028000000200016 6:45 AM 0410012000000201020 7:00 AM 0101006000000501023 7:15 AM 073009000000500024 7:30 AM 092017000000200021 7:45 AM 0111008000000300023 8:00 AM 0730114000000000025 8:15 AM 0166016000000100030 8:30 AM 0740010000000101023 8:45 AM 0610418000000101031 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :0872301010600000023040253 APPROACH %'s :0.00% 79.09% 20.91% 0.00% 8.62% 91.38% 0.00% 0.00%85.19% 0.00% 14.81% 0.00% PEAK HR :08:00 AM 41 0 0 TOTAL PEAK HR VOL :0361406480000003020109 PEAK HR FACTOR :0.000 0.563 0.583 0.000 0.375 0.667 0.000 0.000 0.000 0.000 0.000 0.000 0.750 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0110110000001010 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0121023000000200020 4:15 PM 0111004000000201019 4:30 PM 0100012000000000013 4:45 PM 00100200000000003 5:00 PM 042004000000200012 5:15 PM 041004000000100010 5:30 PM 02000500000000007 5:45 PM 00001200000000003 6:00 PM 061001000000200010 6:15 PM 01100400000030009 6:30 PM 04200000000030009 6:45 PM 052001000000200010 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :05912043200000017010125 APPROACH %'s :0.00% 83.10% 16.90% 0.00% 11.11% 88.89% 0.00% 0.00%94.44% 0.00% 5.56% 0.00% PEAK HR :04:30 PM 291 0 0 TOTAL PEAK HR VOL :01840112000000300038 PEAK HR FACTOR :0.000 0.450 0.500 0.000 0.250 0.750 0.000 0.000 0.000 0.000 0.000 0.000 0.375 0.000 0.000 0.000 Data - HT Martinsburg Pike Martinsburg Pike Old Charles Town Rd Old Charles Town Rd 0.568 0.614 0.625 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 23-260063-001 4/27/2023 04:30 PM - 05:30 PM 0.7310.550 0.813 0.375 08:00 AM - 09:00 AM 0.879 National Data & Surveying ServicesIntersection Turning Movement Count Location:Martinsburg Pike & Easy Living St City:Stephenson Project ID: Control:No Control Date: NS/EW Streets: 0100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 1360005010301100000102 6:15 AM 332000652010700000110 6:30 AM 131000840010500000122 6:45 AM 355000841000600000149 7:00 AM 2470007620201100000140 7:15 AM 360000941000900000167 7:30 AM 359000800000800000150 7:45 AM 464000730010900000151 8:00 AM 460000930010800000166 8:15 AM 2580001002000200000164 8:30 AM 267000761030700000156 8:45 AM 0620001162020600000188 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :2863100099112014089000001765 APPROACH %'s :4.25% 95.75% 0.00% 0.00% 0.00% 98.80% 1.20% 0.00% 13.59% 0.00% 86.41% 0.00% PEAK HR :08:00 AM 41 TOTAL PEAK HR VOL :824700038550602300000674 PEAK HR FACTOR :0.500 0.922 0.000 0.000 0.000 0.830 0.625 0.000 0.500 0.000 0.719 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 0100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 5122000823010600000219 4:15 PM 10118000772020200000211 4:30 PM 11 124 000781030700000224 4:45 PM 8110000691030400000195 5:00 PM 12131000823010500000234 5:15 PM 9124 000944010300000235 5:30 PM 8128000750010700000219 5:45 PM 6105000671020200000183 6:00 PM 6117000675020900000206 6:15 PM 9105000791020300000199 6:30 PM 796000860030200000194 6:45 PM 589000613010300000162 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :96 1369 0 0 0 917 24 0 22 0 53 000002481 APPROACH %'s :6.55% 93.45% 0.00% 0.00% 0.00% 97.45% 2.55% 0.00% 29.33% 0.00% 70.67% 0.00% PEAK HR :04:30 PM 12:00 AM TOTAL PEAK HR VOL :4048900032390801900000888 PEAK HR FACTOR :0.833 0.933 0.000 0.000 0.000 0.859 0.563 0.000 0.667 0.000 0.679 0.000 0.000 0.000 0.000 0.000 23-260063-002 4/27/2023 Data - Total Martinsburg Pike Martinsburg Pike Easy Living St Easy Living St AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 08:00 AM - 09:00 AM 0.8960.924 0.826 0.725 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 04:30 PM - 05:30 PM 0.9450.925 0.847 0.675 National Data & Surveying ServicesIntersection Turning Movement Count Location:Martinsburg Pike & Easy Living St City:Stephenson Project ID: Control:No Control Date: NS/EW Streets: 0100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 6:00 AM 12000300000000006 6:15 AM 03000500001000009 6:30 AM 0400011000000000015 6:45 AM 0500010100010000017 7:00 AM 0110005100010000018 7:15 AM 070008100010000017 7:30 AM 090008000000000017 7:45 AM 1100007000010000019 8:00 AM 0700013000020000022 8:15 AM 0150007000000000022 8:30 AM 1800010001010000021 8:45 AM 0600021000000000027 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :3870001083010800000210 APPROACH %'s :3.33% 96.67% 0.00% 0.00% 0.00% 97.30% 2.70% 0.00% 11.11% 0.00% 88.89% 0.00% PEAK HR :08:00 AM 41 0 0 TOTAL PEAK HR VOL :13600051001030000092 PEAK HR FACTOR :0.250 0.600 0.000 0.000 0.000 0.607 0.000 0.000 0.250 0.000 0.375 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 0100010001000000 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL 4:00 PM 0130004000010000018 4:15 PM 0100004000000000014 4:30 PM 190003000000000013 4:45 PM 11000300000000005 5:00 PM 04000300000000007 5:15 PM 13000410000000009 5:30 PM 02000300002000007 5:45 PM 00000300000000003 6:00 PM 06000100000000007 6:15 PM 01000400000000005 6:30 PM 04000000000000004 6:45 PM 13000100000000005 NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL TOTAL VOLUMES :45600033100030000097 APPROACH %'s :6.67% 93.33% 0.00% 0.00% 0.00% 97.06% 2.94% 0.00% 0.00% 0.00% 100.00%0.00% PEAK HR :04:30 PM 291 0 0 TOTAL PEAK HR VOL :31700013100000000034 PEAK HR FACTOR :0.750 0.472 0.000 0.000 0.000 0.813 0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 23-260063-002 4/27/2023 04:30 PM - 05:30 PM 0.6540.500 0.700 08:00 AM - 09:00 AM 0.852 PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND 0.617 0.607 0.500 AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND Data - HT Martinsburg Pike Martinsburg Pike Easy Living St Easy Living St Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 43 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Appendix C: Level of Service & Delay Definitions 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com TECHNICAL MEMORANDUM Subject: Level of Service Definitions Introduction The purpose of this memorandum is to define the level of service (LOS) metric that commonly used as a measure of effectiveness (MOE) for traffic operations. All capacity analyses are based on the procedures specified by the Transportation Research Board’s (TRB) Highway Capacity Manual (HCM), which is currently on its sixth edition. Level of service ranges from A to F. A brief description of each level of service for signalized and unsignalized intersections is provided below. Signalized Intersections Level of service is based upon the traffic volume present in each lane on the roadway, the capacity of each lane at the intersection and the delay associated with each directional movement. The levels of service for signalized intersections are defined below: •Level of Service A describes operations with very low average delay per vehicle, i.e., less than 10.0 seconds. This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop. Short signal cycle lengths may also contribute to low delay. •Level of Service B describes operations with average delay in the range of 10.1 to 20.0 seconds per vehicle. This generally occurs with good progression and/or short cycle lengths. More vehicles stop than for LOS A, causing higher levels of average delay. •Level of Service C describes operations with delay in the range of 20.1 to 35.0 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle lengths. Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level although many still pass through the intersection without stopping. This is generally considered the lower end of the range of the acceptable level of service in rural areas. •Level of Service D describes operations with delay in the range of 35.1 to 55.0 seconds per vehicle. At LOS D, the influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle lengths, and/or high traffic volumes as compared to the roadway capacity. Many vehicles are required to stop and the number of vehicles that do not have to stop declines. Individual signal cycle failures, where all waiting vehicles do not clear the intersection during a single green time, are noticeable. This is generally considered the lower end of the range of the acceptable level of service in urban areas. •Level of Service E describes operations with delay in the range of 55.1 to 80.0 seconds per vehicle. These higher delay values generally indicate poor progression, long cycle lengths, and high traffic volumes. Individual cycle failures are frequent occurrences. LOS E has been set as the limit of acceptable conditions. •Level of Service F describes operations with average delay in excess of 80.0 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with over-saturation, i.e., when traffic arrives at a flow rate that exceeds the capacity of the intersection. It may also occur at high volumes with many individual cycle failures. Poor progression and long cycle lengths may also contribute to such delays. Level of Service Definitions Page 2 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Unsignalized Intersections At an unsignalized intersection, the major street through traffic and right-turns are assumed to operate unimpeded and therefore receive no level of service rating. The level of service for the minor street and the major street left-turn traffic is dependent on the volume and capacity of the available lanes, and, the number and frequency of acceptable gaps in the major street traffic to make a conflicting turn. The level of service grade is provided for each conflicting movement at an unsignalized intersection and is based on the total average delay experienced by each vehicle. The delay includes the time it takes a vehicle to move from the back of a queue through the intersection. The unsignalized intersection level of service analysis does not account for variations in driver behavior or the effects of nearby traffic signals. Therefore, the results from this analysis usually indicate worse levels of service than may be experienced in the field. The unsignalized intersection level of service descriptions are provided below: •Level of Service A describes operations where there is very little to no conflicting traffic for a minor side street movement, i.e., an average total delay of less than 10.0 seconds per vehicle. •Level of Service B describes operations with average total delay in the range of 10.1 to 15.0 seconds per vehicle. •Level of Service C describes operations with average total delay in the range of 15.1 to 25.0 second per vehicle. •Level of Service D describes operations with average total delay in the range of 25.1 to 35.0 seconds per vehicle. •Level of Service E describes operations with average total delay in the range of 35.1 to 50.0 seconds per vehicle. •Level of Service F describes operations with average total delay of 50 seconds per vehicle. LOS F exists when there are insufficient gaps of suitable size to allow a side street demand to cross safely through or enter a major street traffic stream. This level of service is generally evident from extremely long total delays experienced by side street traffic and by queuing on the minor approaches. It is important to note that LOS F may not always result in long queues but may result in adjustments to normal driver behavior. Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 44 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Appendix D: Analysis Worksheets of 2023 Existing Conditions HCM 6th TWSC 1: Rte.11 & Easy Living St Timing Plan: 2023 EX AM Stephenson Grocery Synchro 11 Report 2023 EX AM Page 1 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 23 8 248 386 5 Future Vol, veh/h 6 23 8 248 386 5 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 17 13 13 15 13 0 Mvmt Flow 7 26 9 276 429 6 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 726 432 435 0 - 0 Stage 1 432 ----- Stage 2 294 ----- Critical Hdwy 6.57 6.33 4.23 - - - Critical Hdwy Stg 1 5.57 ----- Critical Hdwy Stg 2 5.57 ----- Follow-up Hdwy 3.653 3.417 2.317 - - - Pot Cap-1 Maneuver 370 601 1069 - - - Stage 1 624 ----- Stage 2 723 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 367 601 1069 - - - Mov Cap-2 Maneuver 470 ----- Stage 1 619 ----- Stage 2 723 ----- Approach EB NB SB HCM Control Delay, s 11.7 0.3 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1069 - 568 - - HCM Lane V/C Ratio 0.008 - 0.057 - - HCM Control Delay (s) 8.4 - 11.7 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - - Queues 2: Rte.11 & Rte. 761 Old Charles Timing Plan: 2023 EX AM Stephenson Grocery Synchro 11 Report 2023 EX AM Page 2 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 349 53 231 282 50 404 v/c Ratio 0.68 0.11 0.48 0.22 0.11 0.56 Control Delay 28.0 7.0 22.9 1.1 9.7 14.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.0 7.0 22.9 1.1 9.7 14.7 Queue Length 50th (ft) 111 0 76 0 10 98 Queue Length 95th (ft) #249 23 140 19 24 164 Internal Link Dist (ft) 660 966 562 Turn Bay Length (ft) 400 325 175 Base Capacity (vph) 592 550 985 1236 455 1032 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.59 0.10 0.23 0.23 0.11 0.39 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis 2: Rte.11 & Rte. 761 Old Charles Timing Plan: 2023 EX AM Stephenson Grocery Synchro 11 Report 2023 EX AM Page 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 314 48 208 254 45 364 Future Volume (vph) 314 48 208 254 45 364 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)7.3 7.3 7.6 7.3 7.6 7.6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot)1787 1553 1624 1524 1597 1681 Flt Permitted 0.95 1.00 1.00 1.00 0.61 1.00 Satd. Flow (perm)1787 1553 1624 1524 1033 1681 Peak-hour factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Adj. Flow (vph) 349 53 231 282 50 404 RTOR Reduction (vph) 0 39 0 126 0 0 Lane Group Flow (vph) 349 14 231 156 50 404 Heavy Vehicles (%)1% 4% 17% 6% 13% 13% Turn Type Prot custom NA pm+ov D.P+P NA Protected Phases 442416 Permitted Phases 5 2 2 Actuated Green, G (s) 16.0 16.0 16.4 32.4 20.1 27.7 Effective Green, g (s) 16.0 16.0 16.4 32.4 20.1 27.7 Actuated g/C Ratio 0.27 0.27 0.28 0.55 0.34 0.47 Clearance Time (s) 7.3 7.3 7.6 7.3 7.6 7.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 487 424 454 842 389 794 v/s Ratio Prot c0.20 0.01 0.14 0.05 0.01 c0.24 v/s Ratio Perm 0.05 0.04 v/c Ratio 0.72 0.03 0.51 0.19 0.13 0.51 Uniform Delay, d1 19.3 15.6 17.7 6.5 13.1 10.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.0 0.0 0.9 0.1 0.2 0.5 Delay (s)24.2 15.7 18.6 6.6 13.2 11.2 Level of Service C BBABB Approach Delay (s) 23.1 12.0 11.5 Approach LOS C B B Intersection Summary HCM 2000 Control Delay 15.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length (s) 58.6 Sum of lost time (s)22.5 Intersection Capacity Utilization 51.3% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 6th TWSC 1: Rte.11 & Easy Living St Timing Plan: 2023 EX PM Stephenson Grocery Synchro 11 Report 2023 EX PM Page 1 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 19 40 491 323 9 Future Vol, veh/h 8 19 40 491 323 9 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 083411 Mvmt Flow 9 20 43 522 344 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 957 349 354 0 - 0 Stage 1 349 ----- Stage 2 608 ----- Critical Hdwy 6.4 6.2 4.18 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.272 - - - Pot Cap-1 Maneuver 288 699 1172 - - - Stage 1 719 ----- Stage 2 547 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 277 699 1172 - - - Mov Cap-2 Maneuver 402 ----- Stage 1 692 ----- Stage 2 547 ----- Approach EB NB SB HCM Control Delay, s 11.6 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1172 - 573 - - HCM Lane V/C Ratio 0.036 - 0.05 - - HCM Control Delay (s) 8.2 - 11.6 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - Queues 2: Rte.11 & Rte. 761 Old Charles Timing Plan: 2023 EX PM Stephenson Grocery Synchro 11 Report 2023 EX PM Page 2 Lane Group WBL WBR NBT NBR SBL SBT Lane Group Flow (vph) 304 40 514 439 48 308 v/c Ratio 0.70 0.09 0.74 0.31 0.13 0.34 Control Delay 34.9 9.5 26.1 1.0 8.5 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 34.9 9.5 26.1 1.0 8.5 10.0 Queue Length 50th (ft) 122 0 202 0 9 69 Queue Length 95th (ft) #262 24 319 21 22 111 Internal Link Dist (ft) 657 966 562 Turn Bay Length (ft) 400 325 175 Base Capacity (vph) 556 530 1042 1388 399 1198 Starvation Cap Reductn 000000 Spillback Cap Reductn 000000 Storage Cap Reductn 000000 Reduced v/c Ratio 0.55 0.08 0.49 0.32 0.12 0.26 Intersection Summary # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles. HCM Signalized Intersection Capacity Analysis 2: Rte.11 & Rte. 761 Old Charles Timing Plan: 2023 EX PM Stephenson Grocery Synchro 11 Report 2023 EX PM Page 3 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (vph) 292 38 493 421 46 296 Future Volume (vph) 292 38 493 421 46 296 Ideal Flow (vphpl)1900 1900 1900 1900 1900 1900 Total Lost time (s)7.3 7.3 7.6 7.3 7.6 7.6 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot)1787 1615 1827 1599 1770 1827 Flt Permitted 0.95 1.00 1.00 1.00 0.30 1.00 Satd. Flow (perm)1787 1615 1827 1599 551 1827 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 304 40 514 439 48 308 RTOR Reduction (vph) 0 31 0 176 0 0 Lane Group Flow (vph) 304 9 514 263 48 308 Heavy Vehicles (%)1% 0% 4% 1% 2% 4% Turn Type Prot custom NA pm+ov D.P+P NA Protected Phases 442416 Permitted Phases 5 2 2 Actuated Green, G (s) 15.2 15.2 23.5 38.7 26.9 34.5 Effective Green, g (s) 15.2 15.2 23.5 38.7 26.9 34.5 Actuated g/C Ratio 0.24 0.24 0.36 0.60 0.42 0.53 Clearance Time (s) 7.3 7.3 7.6 7.3 7.6 7.6 Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 420 380 664 957 293 975 v/s Ratio Prot c0.17 0.01 c0.28 0.06 0.01 c0.17 v/s Ratio Perm 0.10 0.06 v/c Ratio 0.72 0.02 0.77 0.27 0.16 0.32 Uniform Delay, d1 22.8 19.0 18.2 6.2 11.9 8.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.1 0.0 5.6 0.2 0.3 0.2 Delay (s)28.8 19.0 23.8 6.4 12.2 8.6 Level of Service C B C A B A Approach Delay (s) 27.7 15.8 9.1 Approach LOS C B A Intersection Summary HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length (s) 64.6 Sum of lost time (s)22.5 Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 45 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Appendix E: Excerpts from Planned Roundabout POTENTIAL RIGHT OF WAY DEDICATION WITHFUTURE DUAL LANES ROUNDABOUTAPPROX. RIGHT OF WAY DEDICATION WITHTHIS ROAD IMPROVEMENTS151 Windy Hill Lane Winchester, Virginia 22602 Telephone: (540) 662-4185 Fax: (540) 722-9528 www.greenwayeng.com FND 1971 E N G I N E E R I N GSHEET OFDESIGNED BY:FILE NO.SCALE:DATE:PROUDLY SERVING VIRGINIA & WEST VIRGINIA OFFICES IN: WINCHESTER, VA & MARTINSBURG, WV26715TUNG NIKI ADHIKUSUMA Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 46 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Appendix F: Analysis Worksheets of 2027 Future Conditions without Development HCM 6th TWSC 1: Rte.11 & Easy Living St Timing Plan: 2027 FB AM Stephenson Grocery Synchro 11 Report 2027 FB AM Page 1 Intersection Int Delay, s/veh 0.6 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 6 23 8 268 417 5 Future Vol, veh/h 6 23 8 268 417 5 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 17 13 13 15 13 0 Mvmt Flow 7 25 9 291 453 5 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 765 456 458 0 - 0 Stage 1 456 ----- Stage 2 309 ----- Critical Hdwy 6.57 6.33 4.23 - - - Critical Hdwy Stg 1 5.57 ----- Critical Hdwy Stg 2 5.57 ----- Follow-up Hdwy 3.653 3.417 2.317 - - - Pot Cap-1 Maneuver 351 582 1047 - - - Stage 1 608 ----- Stage 2 712 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 348 582 1047 - - - Mov Cap-2 Maneuver 455 ----- Stage 1 603 ----- Stage 2 712 ----- Approach EB NB SB HCM Control Delay, s 11.9 0.2 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1047 - 550 - - HCM Lane V/C Ratio 0.008 - 0.057 - - HCM Control Delay (s) 8.5 - 11.9 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0 - 0.2 - - HCM 6th TWSC 1: Rte.11 & Easy Living St Timing Plan: 2027 FB PM Stephenson Grocery Synchro 11 Report 2027 FB PM Page 1 Intersection Int Delay, s/veh 0.7 Movement EBL EBR NBL NBT SBT SBR Lane Configurations Traffic Vol, veh/h 8 19 40 531 350 9 Future Vol, veh/h 8 19 40 531 350 9 Conflicting Peds, #/hr 0 00000 Sign Control Stop Stop Free Free Free Free RT Channelized - None - None - None Storage Length 0 - 150 - - - Veh in Median Storage, # 0 - - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 94 94 94 94 94 94 Heavy Vehicles, % 0 083411 Mvmt Flow 9 20 43 565 372 10 Major/Minor Minor2 Major1 Major2 Conflicting Flow All 1028 377 382 0 - 0 Stage 1 377 ----- Stage 2 651 ----- Critical Hdwy 6.4 6.2 4.18 - - - Critical Hdwy Stg 1 5.4 ----- Critical Hdwy Stg 2 5.4 ----- Follow-up Hdwy 3.5 3.3 2.272 - - - Pot Cap-1 Maneuver 262 674 1144 - - - Stage 1 698 ----- Stage 2 523 ----- Platoon blocked, % - - - Mov Cap-1 Maneuver 252 674 1144 - - - Mov Cap-2 Maneuver 380 ----- Stage 1 671 ----- Stage 2 523 ----- Approach EB NB SB HCM Control Delay, s 11.9 0.6 0 HCM LOS B Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR Capacity (veh/h)1144 - 548 - - HCM Lane V/C Ratio 0.037 - 0.052 - - HCM Control Delay (s) 8.3 - 11.9 - - HCM Lane LOS A - B - - HCM 95th %tile Q(veh) 0.1 - 0.2 - - MOVEMENT SUMMARY Site: 101 [Rte.11 - Rte.761 - FB AM (Site Folder: General)] Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ][ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: Rte 11 - Northbound 8 T1 241 17.0 262 17.0 0.218 5.4 LOS A 1.5 42.0 0.28 0.44 0.28 37.3 18 R2 295 6.0 321 6.0 0.203 4.5 LOS A 0.0 0.0 0.00 0.50 0.00 39.2 Approach 536 10.9 583 10.9 0.218 4.9 LOS A 1.5 42.0 0.12 0.47 0.12 38.3 East: Rte. 761 -Westbound 1 L2 364 1.0 396 1.0 0.476 12.2 LOS B 3.4 84.8 0.64 0.74 0.64 33.7 16 R2 56 4.0 61 4.0 0.476 6.7 LOS A 3.4 84.8 0.64 0.74 0.64 33.5 Approach 420 1.4 457 1.4 0.476 11.4 LOS B 3.4 84.8 0.64 0.74 0.64 33.7 North: Rte.11 - Southbound 7 L2 52 13.0 57 13.0 0.695 18.9 LOS B 7.9 216.9 0.90 0.98 1.15 33.8 4 T1 422 13.0 459 13.0 0.695 13.3 LOS B 7.9 216.9 0.90 0.98 1.15 33.7 Approach 474 13.0 515 13.0 0.695 13.9 LOS B 7.9 216.9 0.90 0.98 1.15 33.7 All Vehicles 1430 8.8 1554 8.8 0.695 9.8 LOS A 7.9 216.9 0.53 0.72 0.62 35.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: SIDRA Standard (Geometric Delay is included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: GOROVE/SLADE ASSOCIATES, INC. | Licence: PLUS / 1PC | Processed: Friday, June 30, 2023 11:27:58 AM Project: P:\3270\001. Stephenson Grocery\Analysis\Sidra\2027 FB Sidra 9.sip9 MOVEMENT SUMMARY Site: 101 [Rte.11 - Rte.761 - FB PM (Site Folder: General)] Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ][ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: Rte 11 - Northbound 8 T1 572 4.0 584 4.0 0.426 5.2 LOS A 3.7 94.7 0.31 0.44 0.31 39.2 18 R2 488 1.0 498 1.0 0.300 4.4 LOS A 0.0 0.0 0.00 0.50 0.00 40.0 Approach 1060 2.6 1082 2.6 0.426 4.9 LOS A 3.7 94.7 0.17 0.47 0.17 39.6 East: Rte. 761 -Westbound 1 L2 339 1.0 368 1.0 0.560 17.0 LOS B 4.9 123.1 0.84 0.99 1.03 31.6 16 R2 44 0.0 48 0.0 0.560 11.2 LOS B 4.9 123.1 0.84 0.99 1.03 31.8 Approach 383 0.9 416 0.9 0.560 16.3 LOS B 4.9 123.1 0.84 0.99 1.03 31.6 North: Rte.11 - Southbound 7 L2 53 2.0 58 2.0 0.516 14.2 LOS B 4.2 108.7 0.77 0.78 0.80 36.1 4 T1 343 4.0 373 4.0 0.516 8.7 LOS A 4.2 108.7 0.77 0.78 0.80 36.9 Approach 396 3.7 430 3.7 0.516 9.4 LOS A 4.2 108.7 0.77 0.78 0.80 36.8 All Vehicles 1839 2.5 1928 2.5 0.560 8.4 LOS A 4.9 123.1 0.45 0.65 0.50 36.9 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: SIDRA Standard (Geometric Delay is included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: GOROVE/SLADE ASSOCIATES, INC. | Licence: PLUS / 1PC | Processed: Friday, June 30, 2023 11:28:11 AM Project: P:\3270\001. Stephenson Grocery\Analysis\Sidra\2027 FB Sidra 9.sip9 Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 47 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Appendix G: Analysis Worksheets of 2027 Future Conditions with Development HCM 6th TWSC 1: Rte.11 & Easy Living St/Site Access 1 Timing Plan: 2027 TF AM Stephenson Grocery Synchro 11 Report 2027 TF AM Page 1 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 6 0 23 26 0 12 8 268 37 16 419 5 Future Vol, veh/h 6 0 23 26 0 12 8 268 37 16 419 5 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 - - - 0 - 75 150 - 150 150 - - 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, % 17 0 13 2 2 2 13 15 2 2 13 0 Mvmt Flow 7 0 25 28 0 13 9 291 40 17 455 5 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 828 841 458 813 803 291 460 0 0 331 0 0 Stage 1 492 492 - 309 309 ------- Stage 2 336 349 - 504 494 ------- Critical Hdwy 7.27 6.5 6.33 7.12 6.52 6.22 4.23 - - 4.12 - - Critical Hdwy Stg 1 6.27 5.5 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.27 5.5 - 6.12 5.52 ------- Follow-up Hdwy 3.653 4 3.417 3.518 4.018 3.318 2.317 - - 2.218 - - Pot Cap-1 Maneuver 274 303 581 297 317 748 1046 - - 1228 - - Stage 1 531 551 - 701 660 ------- Stage 2 648 637 - 550 546 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 265 296 581 279 310 748 1046 - - 1228 - - Mov Cap-2 Maneuver 265 296 - 279 310 ------- Stage 1 526 543 - 695 654 ------- Stage 2 631 631 - 519 538 ------- Approach EB WB NB SB HCM Control Delay, s 13.3 16.4 0.2 0.3 HCM LOS B C Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1046 - - 466 279 748 1228 - - HCM Lane V/C Ratio 0.008 - - 0.068 0.101 0.017 0.014 - - HCM Control Delay (s) 8.5 - - 13.3 19.4 9.9 8 - - HCM Lane LOS A - - B C A A - - HCM 95th %tile Q(veh) 0 - - 0.2 0.3 0.1 0 - - HCM 6th TWSC 3: Rte. 761 Old Charles & Site Access 2 Timing Plan: 2027 TF AM Stephenson Grocery Synchro 11 Report 2027 TF AM Page 2 Intersection Int Delay, s/veh 0.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 27 347 420 9 6 18 Future Vol, veh/h 27 347 420 9 6 18 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - 150 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 71222 Mvmt Flow 29 377 457 10 7 20 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 467 0 - 0 892 457 Stage 1 - - - - 457 - Stage 2 - - - - 435 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1094 - - - 312 604 Stage 1 - - - - 638 - Stage 2 - - - - 653 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1094 - - - 304 604 Mov Cap-2 Maneuver - - - - 304 - Stage 1 - - - - 621 - Stage 2 - - - - 653 - Approach EB WB SB HCM Control Delay, s 0.6 0 12.9 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1094 - - - 484 HCM Lane V/C Ratio 0.027 - - - 0.054 HCM Control Delay (s) 8.4 - - - 12.9 HCM Lane LOS A - - - B HCM 95th %tile Q(veh) 0.1 - - - 0.2 HCM 6th TWSC 1: Rte.11 & Easy Living St/Site Access 1 Timing Plan: 2027 TF PM Stephenson Grocery Synchro 11 Report 2027 TF PM Page 1 Intersection Int Delay, s/veh 4.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 19 81 0 54 40 512 92 40 345 9 Future Vol, veh/h 8 0 19 81 0 54 40 512 92 40 345 9 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 - - - 0 - 75 150 - 150 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 002228322411 Mvmt Flow 9 0 20 86 0 57 43 545 98 43 367 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1167 1187 372 1099 1094 545 377 0 0 643 0 0 Stage 1 458 458 - 631 631 ------- Stage 2 709 729 - 468 463 ------- Critical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 4.18 - - 4.12 - - Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 ------- Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 2.272 - - 2.218 - - Pot Cap-1 Maneuver 172 190 678 190 214 538 1149 - - 942 - - Stage 1 587 570 - 469 474 ------- Stage 2 428 431 - 575 564 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 144 175 678 173 197 538 1149 - - 942 - - Mov Cap-2 Maneuver 144 175 - 173 197 ------- Stage 1 565 544 - 452 456 ------- Stage 2 368 415 - 532 538 ------- Approach EB WB NB SB HCM Control Delay, s 17.2 31.9 0.5 0.9 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1149 - - 323 173 538 942 - - HCM Lane V/C Ratio 0.037 - - 0.089 0.498 0.107 0.045 - - HCM Control Delay (s) 8.3 - - 17.2 44.9 12.5 9 - - HCM Lane LOS A - - C E B A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 2.4 0.4 0.1 - - HCM 6th TWSC 3: Rte. 761 Old Charles & Site Access 2 Timing Plan: 2027 TF PM Stephenson Grocery Synchro 11 Report 2027 TF PM Page 2 Intersection Int Delay, s/veh 2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 66 527 369 31 31 63 Future Vol, veh/h 66 527 369 31 31 63 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - 150 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 11222 Mvmt Flow 72 573 401 34 34 68 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 435 0 - 0 1118 401 Stage 1 - - - - 401 - Stage 2 - - - - 717 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1125 - - - 229 649 Stage 1 - - - - 676 - Stage 2 - - - - 484 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1125 - - - 214 649 Mov Cap-2 Maneuver - - - - 214 - Stage 1 - - - - 633 - Stage 2 - - - - 484 - Approach EB WB SB HCM Control Delay, s 0.9 0 17.5 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1125 - - - 389 HCM Lane V/C Ratio 0.064 - - - 0.263 HCM Control Delay (s) 8.4 - - - 17.5 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.2 - - - 1 HCM 6th TWSC 1: Rte.11 & Easy Living St/Site Access 1 Timing Plan: 2027 TF PM Mit Stephenson Grocery Synchro 11 Report 2027 TF PM Mit Page 1 Intersection Int Delay, s/veh 3.5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 0 19 61 0 54 40 512 92 40 345 9 Future Vol, veh/h 8 0 19 61 0 54 40 512 92 40 345 9 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 - - - 0 - 75 150 - 150 150 - - Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 - Grade, % - 0 - - 0 - - 0 - - 0 - Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94 Heavy Vehicles, % 0 002228322411 Mvmt Flow 9 0 20 65 0 57 43 545 98 43 367 10 Major/Minor Minor2 Minor1 Major1 Major2 Conflicting Flow All 1167 1187 372 1099 1094 545 377 0 0 643 0 0 Stage 1 458 458 - 631 631 ------- Stage 2 709 729 - 468 463 ------- Critical Hdwy 7.1 6.5 6.2 7.12 6.52 6.22 4.18 - - 4.12 - - Critical Hdwy Stg 1 6.1 5.5 - 6.12 5.52 ------- Critical Hdwy Stg 2 6.1 5.5 - 6.12 5.52 ------- Follow-up Hdwy 3.5 4 3.3 3.518 4.018 3.318 2.272 - - 2.218 - - Pot Cap-1 Maneuver 172 190 678 190 214 538 1149 - - 942 - - Stage 1 587 570 - 469 474 ------- Stage 2 428 431 - 575 564 ------- Platoon blocked, % - - - - Mov Cap-1 Maneuver 144 175 678 173 197 538 1149 - - 942 - - Mov Cap-2 Maneuver 144 175 - 173 197 ------- Stage 1 565 544 - 452 456 ------- Stage 2 368 415 - 532 538 ------- Approach EB WB NB SB HCM Control Delay, s 17.2 25.9 0.5 0.9 HCM LOS C D Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1WBLn2 SBL SBT SBR Capacity (veh/h)1149 - - 323 173 538 942 - - HCM Lane V/C Ratio 0.037 - - 0.089 0.375 0.107 0.045 - - HCM Control Delay (s) 8.3 - - 17.2 37.8 12.5 9 - - HCM Lane LOS A - - C E B A - - HCM 95th %tile Q(veh) 0.1 - - 0.3 1.6 0.4 0.1 - - HCM 6th Roundabout 2: Rte.11 & Rte. 761 Old Charles Timing Plan: 2027 TF PM Mit Stephenson Grocery Synchro 11 Report 2027 TF PM Mit Page 2 Intersection Intersection Delay, s/veh 11.3 Intersection LOS B Approach WB NB SB Entry Lanes 1 2 1 Conflicting Circle Lanes 1 1 1 Adj Approach Flow, veh/h 471 1231 471 Demand Flow Rate, veh/h 475 1264 488 Vehicles Circulating, veh/h 699 60 429 Vehicles Exiting, veh/h 625 857 745 Ped Vol Crossing Leg, #/h 0 0 0 Ped Cap Adj 1.000 1.000 1.000 Approach Delay, s/veh 20.5 7.6 11.9 Approach LOS C A B Lane Left Left Right Left Designated Moves LR LT R LT Assumed Moves LR LT R LT RT Channelized Lane Util 1.000 0.553 0.447 1.000 Follow-Up Headway, s 2.609 2.535 2.535 2.609 Critical Headway, s 4.976 4.544 4.544 4.976 Entry Flow, veh/h 475 699 565 488 Cap Entry Lane, veh/h 676 1345 1345 891 Entry HV Adj Factor 0.992 0.962 0.989 0.964 Flow Entry, veh/h 471 672 559 471 Cap Entry, veh/h 671 1293 1330 859 V/C Ratio 0.702 0.520 0.420 0.548 Control Delay, s/veh 20.5 8.4 6.8 11.9 LOS C A A B 95th %tile Queue, veh 6 3 2 3 HCM 6th TWSC 3: Rte. 761 Old Charles & Site Access 2 Timing Plan: 2027 TF PM Mit Stephenson Grocery Synchro 11 Report 2027 TF PM Mit Page 3 Intersection Int Delay, s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 66 527 369 31 31 83 Future Vol, veh/h 66 527 369 31 31 83 Conflicting Peds, #/hr 0 00000 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length 150 - - 150 0 - Veh in Median Storage, # - 0 0 - 0 - Grade, % - 0 0 - 0 - Peak Hour Factor 92 92 92 92 92 92 Heavy Vehicles, % 2 11222 Mvmt Flow 72 573 401 34 34 90 Major/Minor Major1 Major2 Minor2 Conflicting Flow All 435 0 - 0 1118 401 Stage 1 - - - - 401 - Stage 2 - - - - 717 - Critical Hdwy 4.12 - - - 6.42 6.22 Critical Hdwy Stg 1 - - - - 5.42 - Critical Hdwy Stg 2 - - - - 5.42 - Follow-up Hdwy 2.218 - - - 3.518 3.318 Pot Cap-1 Maneuver 1125 - - - 229 649 Stage 1 - - - - 676 - Stage 2 - - - - 484 - Platoon blocked, % - - - Mov Cap-1 Maneuver 1125 - - - 214 649 Mov Cap-2 Maneuver - - - - 214 - Stage 1 - - - - 633 - Stage 2 - - - - 484 - Approach EB WB SB HCM Control Delay, s 0.9 0 17.2 HCM LOS C Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1 Capacity (veh/h)1125 - - - 418 HCM Lane V/C Ratio 0.064 - - - 0.296 HCM Control Delay (s) 8.4 - - - 17.2 HCM Lane LOS A - - - C HCM 95th %tile Q(veh) 0.2 - - - 1.2 MOVEMENT SUMMARY Site: 101 [Rte.11 - Rte.761 - TF AM (Site Folder: General)] Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ][ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: Rte 11 - Northbound 8 T1 278 17.0 302 17.0 0.253 5.4 LOS A 1.8 51.1 0.30 0.44 0.30 37.2 18 R2 320 6.0 348 6.0 0.220 4.5 LOS A 0.0 0.0 0.00 0.50 0.00 39.2 Approach 598 11.1 650 11.1 0.253 4.9 LOS A 1.8 51.1 0.14 0.48 0.14 38.2 East: Rte. 761 -Westbound 1 L2 382 1.0 415 1.0 0.518 13.0 LOS B 3.9 99.6 0.70 0.79 0.72 33.4 16 R2 56 4.0 61 4.0 0.518 7.5 LOS A 3.9 99.6 0.70 0.79 0.72 33.2 Approach 438 1.4 476 1.4 0.518 12.3 LOS B 3.9 99.6 0.70 0.79 0.72 33.4 North: Rte.11 - Southbound 7 L2 54 13.0 59 13.0 0.759 21.3 LOS C 9.8 271.5 0.96 1.07 1.34 32.7 4 T1 448 13.0 487 13.0 0.759 15.6 LOS B 9.8 271.5 0.96 1.07 1.34 32.6 Approach 502 13.0 546 13.0 0.759 16.3 LOS B 9.8 271.5 0.96 1.07 1.34 32.6 All Vehicles 1538 9.0 1672 9.0 0.759 10.7 LOS B 9.8 271.5 0.57 0.76 0.70 34.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: SIDRA Standard (Geometric Delay is included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: GOROVE/SLADE ASSOCIATES, INC. | Licence: PLUS / 1PC | Processed: Friday, June 30, 2023 11:35:15 AM Project: P:\3270\001. Stephenson Grocery\Analysis\Sidra\2027 TF Sidra 9.sip9 MOVEMENT SUMMARY Site: 101 [Rte.11 - Rte.761 - TF PM - Mit (Site Folder: General)] Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ][ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: Rte 11 - Northbound 8 T1 645 4.0 658 4.0 0.484 5.3 LOS A 4.7 120.1 0.36 0.44 0.36 39.0 18 R2 537 1.0 548 1.0 0.330 4.5 LOS A 0.0 0.0 0.00 0.50 0.00 40.0 Approach 1182 2.6 1206 2.6 0.484 4.9 LOS A 4.7 120.1 0.20 0.47 0.20 39.4 East: Rte. 761 -Westbound 1 L2 408 1.0 443 1.0 0.717 22.6 LOS C 8.5 213.9 0.96 1.18 1.45 29.3 16 R2 44 0.0 48 0.0 0.717 16.8 LOS B 8.5 213.9 0.96 1.18 1.45 29.5 Approach 452 0.9 491 0.9 0.717 22.1 LOS C 8.5 213.9 0.96 1.18 1.45 29.3 North: Rte.11 - Southbound 7 L2 57 2.0 62 2.0 0.648 17.3 LOS B 6.9 177.4 0.91 0.95 1.10 34.9 4 T1 396 4.0 430 4.0 0.648 11.8 LOS B 6.9 177.4 0.91 0.95 1.10 35.6 Approach 453 3.7 492 3.7 0.648 12.5 LOS B 6.9 177.4 0.91 0.95 1.10 35.5 All Vehicles 2087 2.5 2190 2.5 0.717 10.5 LOS B 8.5 213.9 0.53 0.74 0.68 35.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: SIDRA Standard (Geometric Delay is included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: GOROVE/SLADE ASSOCIATES, INC. | Licence: PLUS / 1PC | Processed: Friday, June 30, 2023 11:36:11 AM Project: P:\3270\001. Stephenson Grocery\Analysis\Sidra\2027 TF Sidra 9.sip9 MOVEMENT SUMMARY Site: 101 [Rte.11 - Rte.761 - TF PM (Site Folder: General)] Site Category: (None) Roundabout Vehicle Movement Performance INPUT VOLUMES DEMAND FLOWS 95% BACK OF QUEUE Mov ID Turn Deg. Satn Aver. Delay Level of Service Prop. Que Effective Stop Rate Aver. No. Cycles Aver. Speed [ Total HV ] [ Total HV ][ Veh. Dist ] veh/h % veh/h % v/c sec veh ft mph South: Rte 11 - Northbound 8 T1 645 4.0 658 4.0 0.484 5.3 LOS A 4.7 120.0 0.36 0.44 0.36 39.0 18 R2 537 1.0 548 1.0 0.330 4.5 LOS A 0.0 0.0 0.00 0.50 0.00 40.0 Approach 1182 2.6 1206 2.6 0.484 4.9 LOS A 4.7 120.0 0.20 0.47 0.20 39.4 East: Rte. 761 -Westbound 1 L2 388 1.0 422 1.0 0.685 21.5 LOS C 7.6 191.5 0.94 1.14 1.37 29.7 16 R2 44 0.0 48 0.0 0.685 15.7 LOS B 7.6 191.5 0.94 1.14 1.37 29.9 Approach 432 0.9 470 0.9 0.685 20.9 LOS C 7.6 191.5 0.94 1.14 1.37 29.8 North: Rte.11 - Southbound 7 L2 57 2.0 62 2.0 0.659 17.2 LOS B 7.2 184.8 0.90 0.94 1.10 35.0 4 T1 416 4.0 452 4.0 0.659 11.7 LOS B 7.2 184.8 0.90 0.94 1.10 35.7 Approach 473 3.8 514 3.8 0.659 12.4 LOS B 7.2 184.8 0.90 0.94 1.10 35.6 All Vehicles 2087 2.5 2190 2.5 0.685 10.1 LOS B 7.6 191.5 0.52 0.73 0.66 36.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab). Roundabout LOS Method: SIDRA Roundabout LOS. Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement. LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection). Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6). Roundabout Capacity Model: SIDRA Standard. Delay Model: SIDRA Standard (Geometric Delay is included). Queue Model: HCM Queue Formula. Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D). HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation. SIDRA INTERSECTION 9.0 | Copyright © 2000-2020 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: GOROVE/SLADE ASSOCIATES, INC. | Licence: PLUS / 1PC | Processed: Friday, June 30, 2023 11:36:14 AM Project: P:\3270\001. Stephenson Grocery\Analysis\Sidra\2027 TF Sidra 9.sip9 Traffic Impact Analysis – Stephenson Depot Commercial June 30, 2023 Page 48 4114 Legato Road / Suite 650 / Fairfax, VA 22033 / T 703.787.9595 goroveslade.com Appendix H: Turn Lane Warrants INT 3 - EBL - 2027 TF AM Peaky = -6E-06x3+ 0.0094x2- 6.8063x + 1981.6R² = 1010020030040050060070080090010000 100 200 300 400 500 600 700 800 900 1000V0, Opposing Volume (VPH)VA, Advancing Volume (VPH)VDOT RDM-F Figure 3-5Warrant for Left Turn Storage Lanes on 2-Lane Highways at 40-mph & 10% Left Turns Not WarrantedWarranted INT 1 - SBL - 2027 TF PM PeakINT 3 - EBL - 2027 TF PM Peaky = -7E-06x3+ 0.0107x2- 7.4989x + 1930R² = 0.9997010020030040050060070080090010000 100 200 300 400 500 600 700 800 900 1000V0, Opposing Volume (VPH)VA, Advancing Volume (VPH)VDOT RDM-F Figure 3-6Warrant for Left Turn Storage Lanes on 2-Lane Highways at 40-mph & 15% Left Turns Not WarrantedWarranted AASHTO/VDOT Left Turn Lane Warrant Assessment Background: Project Information: Project: Project ID: Intersection(s) and Movement(s): Scenario: Analysis: Design Speed (mph): 40 (40, 50, or 60?) Assessment Summary: Study Scenario Opposing Vol. (VPH) Advancing Vol. (VPH) Left Turn Vol. (VPH) Left Turn % Minimum Opposing Threshold (VPH) VDOT RDM F Figure Treatment INT 1 - SBL - 2027 TF AM Peak 313 440 16 3.64%535 Fig. 3-4 Not Warranted INT 1 - SBL - 2027 TF PM Peak 644 394 40 10.15%200 Fig. 3-6 Full-width Lane and Taper Warranted INT 3 - EBL - 2027 TF AM Peak 429 374 27 7.22%416 Fig. 3-5 Full-width Lane and Taper Warranted INT 3 - EBL - 2027 TF PM Peak 400 593 66 11.13%0 Fig. 3-6 Full-width Lane and Taper Warranted Left Turn Lane Warrant Assessment Stephenson Grocery TIA 3270-001 1 - Rte. 11 and Easy Living St / Site Access 1 Gorove Slade 2027 Total Future with Development Warrants for left-turn storage lanes on two-lane highways at unsignalized intersections are based on Figure 3-4 to Figure 3-21 in Appendix F of the Virginia Department of Transportation's (VDOT) Road Design Manual (RDM). The figures provide a graphical representation for determining the necessity of a left turn lane by comparing the advancing volumes of a given approach and the respective opposing volumes and are differentiated by design speed and percent left turning volume. Two-Lane Highways Based on AASHTO / VDOT RDM Appendix F Input VDOT Calculated Thesholds 3 - Old Charles Town Road and Site Access 2 Gorove Slade INT 1 - SBL - 2027 TF AM Peaky = -2E-06x3+ 0.0053x2- 5.5692x + 2132.8R² = 1010020030040050060070080090010000 100 200 300 400 500 600 700 800 900 1000V0, Opposing Volume (VPH)VA, Advancing Volume (VPH)VDOT RDM-F Figure 3-4Warrant for Left Turn Storage Lanes on 2-Lane Highways at 40-mph & 5% Left Turns Not WarrantedWarranted RDM Right Turn Lane Warrant Assessment Two-Lane Highway Background: Project Information: Project: Project ID: Intersection(s) and Movement(s): Scenario: Analyst: Study Scenario Approach Volume Right Turn Volume Minimum Right Turn Taper Threshold Minimum Right Turn Full Lane Threshold Treatment INT 1 - NBR - 2027 TF AM Peak 313 37 39 77 Not Warranted INT 1 - NBR - 2027 TF PM Peak 644 92 20 40 Full-width Lane and Taper Required INT 3 - WBR - 2027 TF AM Peak 429 9 27 62 Not Warranted INT 3 - WBR - 2027 TF PM Peak 400 31 30 66 Taper Required 2027 Total Future with Development Gorove Slade Warrants for right-turn storage lanes on two-lane highways at unsignalized intersections are based on Figure 3-26 in Appendix F of the Virginia Department of Transportation's (VDOT) Road Design Manual (RDM). This figure provides a graphical representation for determining the necessity of a right turn lane and / or taper by comparing the total volumes of a given approach with their respective right turn volumes. Stephenson Grocery TIA 3270-001 1 - Rte. 11 and Easy Living St / Site Access 1 3 - Old Charles Town Road and Site Access 2 Right Turn Lane Warrant Assessment Two-Lane Highways Based on NCHRP Report 279 / VDOT RDM Appendix F "Intersection Channelization Guide" Taper Required Full-width Turn Lane and Taper Required INT 1 - NBR - 2027 TF AM Peak INT 1 - NBR - 2027 TF PM Peak INT 3 - WBR - 2027 TF AM Peak INT 3 - WBR - 2027 TF PM Peak 0 20 40 60 80 100 120 0 200 400 600 800PHV Right Turns, Vehicles Per HourPHF Approach Total, Vehicles Per Hour Right Turn Lane Warrant for 2-Lane Highways (VDOT RDM Appendix F Figure 3-26) Not Warranted Gorove Slade Transportation Engineers and Planners